CN104480846A - Spliced girder bridge and construction method thereof - Google Patents
Spliced girder bridge and construction method thereof Download PDFInfo
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- CN104480846A CN104480846A CN201410835593.3A CN201410835593A CN104480846A CN 104480846 A CN104480846 A CN 104480846A CN 201410835593 A CN201410835593 A CN 201410835593A CN 104480846 A CN104480846 A CN 104480846A
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/06—Arrangement, construction or bridging of expansion joints
- E01D19/067—Flat continuous joints cast in situ
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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 spliced bridge and a construction method thereof. The spliced bridge comprises a fabricated prestressed concrete split small box girder bridge, a fabricated concrete T girder bridge and a cast-in-place connecting plate; a bridge which is spliced in different structural forms and is entirely stressed is formed by properly reconstructing an original structure, such as detaching an original bridge edge barrier, removing an asphalt pavement layer and a concrete pavement layer, and removing a flange plate and retaining transverse stressed steel bars, to meet requirements on splicing, binding steel bars distributed in the fabricated prestressed concrete split small box girder bridge and steel bars of an original structure integrally to form a steel bar framework, and pouring the cast-in-place connecting plate. The spliced bridge and the construction method thereof have the advantages that (1) the reconstructing mode of the original bridge is simple, and the cast-in-place connecting plate is simple in structure, reliable in connection and convenient to construct; (2) the bearing capacity of a newly built part is high, the building height is lower than that of the original bridge, and the structural design difficulty is reduced.
Description
Technical field
The invention belongs to bridge technology field, relate to the splicing bridge of prefabricated prestressing concrete split small box girder and concrete T-shaped beam, also relate to the joining method of prefabricated prestressing concrete split small box girder and concrete T-shaped beam, be applicable to bridge on highway reorganization and expansion widening project, be applicable to the widening and improving to the highway many beam types PC T beam bridge across footpath 20m-40m.
Background technology
In recent years, highway extension project widening project day by day increases, and the overwhelming majority takes directly to spell wide mode to carry out widening on the basis of existing roadbed, bridge, and bridge jointing is key in highway reconstruction and expansion engineering and difficult point.On former speedway, assembly concrete T beam accounting is higher, is generally 20m-40m across footpath.
For guaranteeing the globality of spelling wide axle casing, Current Highway bridge reconstruction with widening across the basic principle of footpath with form of structure, namely adopts newly-built assembly concrete T beam and former assembling concrete T-shaped beam to splice in line with employing.For meeting drainage requirement, highway bridge arranges the horizontal wall inscription of 2%, identical building height is adopted with former bridge as newly spelled wide part, bridge widening axle casing headroom often reduces 15-16cm, as the under-reserve of former bridge design headroom, flood control standard or bridge down train headroom after widening, may be caused not to meet code requirement.If reduce new deck-molding of spelling wide part, then owing to widening under rear newly-built position bridge is often in high capacity waggon local function, the design of supporting capacity all has higher design difficulty, unfavorable to the safety of structure, is difficult to meet security requirement.
The present invention is directed to in this, utilize identical across the high less feature of footpath and prefabricated PC concrete split small box girder bridge under identical class of loading, prefabricated PC concrete split small box girder and former assembling concrete T beam bridge is adopted to splice, greatly reduce the design difficulty of newly-built part, overall force-bearing situation is improved, spliced safety and applicability requirement can be met.
Summary of the invention
The object of the invention is the Bonding Problem for assembly concrete T beam in highway extension project, a kind of splicing bridge and construction method thereof are provided.
Splicing bridge of the present invention, comprise prefabricated PC concrete split small box girder bridge, assembly concrete T beam bridge and cast-in-place junction plate, prefabricated PC concrete split small box girder bridge is arranged on the outside of assembly concrete T beam bridge, cast-in-place junction plate is positioned at the centre of assembly concrete T beam bridge and prefabricated PC concrete split small box girder bridge, the bottom surface of cast-in-place junction plate is concordant with assembly concrete T beam bridge outer side edges beam flange plate bottom surface nadir, the end face of cast-in-place junction plate is concordant with the concrete pavement layer of assembly concrete T beam bridge, the longitudinal direction on cast-in-place junction plate top is embedded with cast-in-place junction plate upper longitudinal to distributing bar, the longitudinal direction of cast-in-place junction plate bottom is embedded with cast-in-place junction plate bottom longitudinal structure reinforcing bar, also stirrup is embedded with in cast-in-place junction plate, stirrup by cast-in-place junction plate upper longitudinal corresponding to cast-in-place junction plate bottom longitudinal structure reinforcing bar and cast-in-place junction plate bottom longitudinal structure reinforcing bar lengthwise position to together with distributing bar lock ring, the bottom of cast-in-place junction plate retains former bridge side bar frange plate steel bar stress and buries side bar direction across bridge embedded bar in split small box girder underground, in split small box girder side bar direction across bridge embedded bar along bridge to spacing and position one_to_one corresponding identical with the spacing of former bridge side bar frange plate steel bar stress, in split small box girder, side bar direction across bridge embedded bar is at the lower alignment of vertical height and former bridge side bar frange plate steel bar stress, in split small box girder, the right-hand member of side bar direction across bridge embedded bar is embedded into side bar inside prefabricated PC concrete split small box girder bridge, in split small box girder, the left end of side bar direction across bridge embedded bar is apart from assembly concrete T beam bridge outer side edges beam flange plate root 10cm, in split small box girder, the left end of side bar direction across bridge embedded bar is connected by colligation with former bridge side bar frange plate steel bar stress, the cast-in-place junction plate top direction across bridge steel bar stress corresponding with former bridge side bar frange plate steel bar stress lateral attitude is embedded with on the top of cast-in-place junction plate.
The concrete steps of the construction method of splicing bridge of the present invention are:
Step 1: remove the outer side rail of former bridge outside original assembly concrete T beam bridge, cut asphalt concrete pavement layer and the concrete pavement layer of original assembly concrete T beam bridge above cast-in-place junction plate, root along original assembly concrete T beam bridge outer side edges beam flange plate cuts the concrete of original assembly concrete T beam outer side edges beam flange plate, retains former bridge side bar frange plate steel bar stress;
Step 2: prefabricated PC concrete split small box girder is installed in erection, complete the concrete pavement layer of prefabricated PC concrete split small box girder bridge and the construction of newly-built outer side rail, reserved cast-in-place junction plate structure groove, side bar direction across bridge embedded bar in split small box girder is set, in split small box girder, side bar direction across bridge embedded bar one end is embedded in the inner edge back plate of prefabricated PC concrete split small box girder bridge, the other end points to the outer side bar of assembly concrete T beam bridge, and with former bridge side bar frange plate root distance 10cm;
Step 3: the time waiting for 3-6 month.
Step 4: waiting time, the bottom of former bridge side bar frange plate steel bar stress is connected by colligation with the left end of side bar direction across bridge embedded bar in split small box girder, cast-in-place junction plate bottom longitudinal structure reinforcing bar is arranged above side bar direction across bridge embedded bar in split small box girder, arrange that cast-in-place junction plate upper longitudinal is to distributing bar on cast-in-place junction plate structure groove top, lay stirrup cast-in-place junction plate bottom longitudinal structure reinforcing bar is carried out being connected banding to distributing bar with the cast-in-place junction plate upper longitudinal above it, cast-in-place junction plate top direction across bridge steel bar stress is buried underground on the top of cast-in-place junction plate, the position one_to_one corresponding of side bar direction across bridge embedded bar in the position of cast-in-place junction plate top direction across bridge steel bar stress and split small box girder, connected by colligation, by former bridge side bar frange plate steel bar stress, side bar direction across bridge embedded bar in split small box girder, cast-in-place junction plate top direction across bridge steel bar stress, cast-in-place junction plate bottom longitudinal structure reinforcing bar, cast-in-place junction plate upper longitudinal links together to distributing bar and stirrup, form cage of reinforcement,
Step 5: waiting period terminate after, in cast-in-place junction plate structure groove, build UEA expansive concrete, curing time is not less than 14 days, and maintenance relative humidity is not less than 90%;
Step 6: the construction completing asphalt concrete pavement layer above cast-in-place junction plate and newly-built outer side rail, forms a complete bridge.
The outer side bar of described step to assembly concrete T beam bridge is transformed, remove the outer side rail of former bridge, remove the former bridge asphalt concrete pavement layer at splicing position, and carry out cutting fluting at the in-situ cement concrete pave-load layer of the former bridge in splicing position, frange plate root along former assembling concrete T beam bridge cuts frange plate concrete, retain the steel bar stress of former bridge frange plate, prefabricated PC concrete split small box girder bridge is installed in erection, complete the construction of prefabricated PC concrete split small box girder bridge concrete pavement layer and newly-built outer side rail, reserved cast-in-place junction plate structure groove, working procedure strictly carries out on request.
Described side bar direction across bridge embedded bar and cast-in-place junction plate top direction across bridge steel bar stress are the connecting reinforcements between former assembling concrete T beam bridge and newly-built prefabricated PC concrete split small box girder, guarantee under various External Force Acting, there is not stress destruction in the cast-in-place junction plate between former assembling concrete T beam bridge and newly-built prefabricated PC concrete split small box girder, the specification of side bar direction across bridge embedded bar and cast-in-place junction plate top direction across bridge steel bar stress must be HRB400 and above grade reinforcing bar, the diameter of side bar direction across bridge embedded bar and cast-in-place junction plate top direction across bridge steel bar stress must be determined according to practical application internal force size.
Described cast-in-place junction plate upper longitudinal is distributing bar to distributing bar, cast-in-place junction plate bottom longitudinal structure reinforcing bar and stirrup, and its specification, diameter and spacing are determined by detailing requiments.
After described newly-built prefabricated PC concrete split small box girder completion, wait for 3-6 month, treat that foundation settlement and the concrete shrinkage and creep major part of newly-built prefabricated PC concrete split small box girder complete, effectively can reduce the foundation settlement of newly-built prefabricated PC concrete split small box girder and concrete shrinkage and creep to the adverse effect of cast-in-place junction plate;
Cast-in-place junction plate adopts UEA concrete, the concrete strength grade of UEA should than the strength grade high one-level of newly-built prefabricated PC concrete split small box girder, between curing time, UEA concrete volume generation microdilatancy, the UEA concrete of cast-in-place junction plate is laterally under the effect of contraction of former assembling concrete T beam bridge and newly-built prefabricated PC concrete split small box girder, produce horizontal compressive pre-stress, the adverse effect of cast-in-place junction plate concrete shrinkage can be offset.
Advantage of the present invention is:
(1) supporting capacity of newly-built prestressed concrete split small box girder is strong, and building height is little compared with former assembling concrete T beam bridge, reduces design difficulty.
(2) cast-in-place junction plate simple structure, connects reliable, easy construction.
Accompanying drawing explanation
Fig. 1 is the overall construction drawing of splicing bridge of the present invention.
Fig. 2 is the structure chart of the former bridge side plate before transformation.
Fig. 3 is the horizontal section structure chart of splicing bridge of the present invention.
Fig. 4 is that horizontal section structure chart buried underground by the reinforcing bar of splicing bridge of the present invention.
Fig. 5 is that plane structure chart buried underground by the reinforcing bar of splicing bridge of the present invention.
Mark in figure: 1-assembly concrete T beam bridge; 2-prefabricated PC concrete split small box girder bridge; The cast-in-place junction plate of 3-; 4-former bridge reinforced concrete bridge deck plate; 5-concrete pavement layer; 6-asphalt concrete pavement layer; The outer side rail of the former bridge of 7-; 8-assembly concrete T beam bridge outer side edges beam flange plate; 9-cast-in-place junction plate structure groove; Side rail in the former bridge of 10-; The newly-built outer side rail of 11-; Side bar outside 12-assembly concrete T beam bridge; Side bar inside 13-prefabricated PC concrete split small box girder bridge; The cast-in-place junction plate upper longitudinal of 14-is to distributing bar; 15-cast-in-place junction plate bottom longitudinal structure reinforcing bar; 16-stirrup; 17-former bridge side bar frange plate steel bar stress; Side bar direction across bridge embedded bar in 18-split small box girder; 19-cast-in-place junction plate top direction across bridge steel bar stress.
In Fig. 5, cast-in-place junction plate upper longitudinal overlaps to distributing bar 14 with longitudinal structure reinforcing bar 15 plan-position, cast-in-place junction plate bottom, and for showing cast-in-place junction plate upper longitudinal to distributing bar 14, cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 is not shown; Cast-in-place junction plate top direction across bridge steel bar stress 19 overlaps with side bar direction across bridge embedded bar 18 in former bridge side bar frange plate steel bar stress 17, split small box girder, for showing cast-in-place junction plate top direction across bridge steel bar stress 19, in former bridge side bar frange plate steel bar stress 17, split small box girder, side bar direction across bridge embedded bar 18 is not shown.
Detailed description of the invention
embodiment:
Below in conjunction with accompanying drawing, the present invention is described in further detail:
As shown in Fig. 1 ~ 5, a kind of splicing bridge, comprise assembly concrete T beam bridge 1, prefabricated PC concrete split small box girder bridge 2 and cast-in-place junction plate 3, prefabricated PC concrete split small box girder bridge 2 is arranged on the outside of assembly concrete T beam bridge 1, cast-in-place junction plate 3 is positioned at the centre of assembly concrete T beam bridge 1 and prefabricated PC concrete split small box girder bridge 2, the bottom surface of cast-in-place junction plate 3 is concordant with the bottom surface nadir of assembly concrete T beam outer side edges beam bridge frange plate 8, the end face of cast-in-place junction plate 3 is concordant with the concrete pavement layer 5 of assembly concrete T beam bridge, the longitudinal direction on cast-in-place junction plate top is embedded with cast-in-place junction plate upper longitudinal to distributing bar 14, the longitudinal direction of cast-in-place junction plate bottom is embedded with cast-in-place junction plate bottom longitudinal structure reinforcing bar 15, stirrup 16 is also embedded with in cast-in-place junction plate, stirrup 16 by cast-in-place junction plate upper longitudinal corresponding to cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 and cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 lengthwise position to together with distributing bar 14 lock ring, the bottom of cast-in-place junction plate 3 retains former bridge side bar frange plate steel bar stress 17 and buries side bar direction across bridge embedded bar 18 in split small box girder underground, in split small box girder side bar direction across bridge embedded bar 18 along bridge to spacing and position one_to_one corresponding identical with the spacing of former bridge side bar frange plate steel bar stress 17, in split small box girder, side bar direction across bridge embedded bar 18 is at the lower alignment of vertical height and former bridge side bar frange plate steel bar stress 17, in split small box girder, the right-hand member of side bar direction across bridge embedded bar 1 imbeds side bar 13 inside prefabricated PC concrete split small box girder bridge, the root 10cm of the left end distance assembly concrete T beam bridge outer side edges beam flange plate 8 of side bar direction across bridge embedded bar 18 in split small box girder, in split small box girder, the left end of side bar direction across bridge embedded bar 18 is connected by colligation with former bridge side bar frange plate steel bar stress 17, the cast-in-place junction plate top direction across bridge steel bar stress 19 corresponding with former bridge side bar frange plate steel bar stress 17 lateral attitude is embedded with on the top of cast-in-place junction plate 3.
The construction sequence of the splicing bridge of the present embodiment is:
Step 1: remove the outer side rail 7 of former bridge outside original assembly concrete T beam bridge 1, cut the former bridge asphalt concrete pavement layer 6 above cast-in-place junction plate and former bridge in-situ cement concrete pave-load layer 5, root along original assembly concrete T beam outer side edges beam flange plate 8 cuts the concrete of original assembly concrete T beam outer side edges beam flange plate 8, retains former bridge side bar frange plate steel bar stress 17;
Step 2: according to current highway bridges and culverts design specifications design prefabricated PC concrete split small box girder, the concrete of prefabricated PC concrete split small box girder bridge 2 adopts C50 concrete, in prefabrication process, inside prefabricated PC concrete split small box girder bridge, side bar 13 arranges side bar direction across bridge embedded bar 18 in split small box girder, in split small box girder, side bar direction across bridge embedded bar 18 one end to be embedded in prefabricated PC concrete split small box girder bridge in side bar 13, the other end points to side bar 12 outside assembly concrete T beam bridge, and with the root distance 10cm of assembly concrete T beam bridge outer side edges beam flange plate 8, prefabricated PC concrete split small box girder bridge 2 is installed in erection, complete the construction of prefabricated PC concrete split small box girder bridge concrete pavement layer 6 and newly-built outer side rail 11, reserved cast-in-place junction plate structure groove 9,
Step 3: the time waiting for 6 months;
Step 4: waiting time, the bottom of former bridge side bar frange plate steel bar stress 17 is connected by colligation with the left end of side bar direction across bridge embedded bar 18 in split small box girder, cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 is arranged above side bar direction across bridge embedded bar 18 in split small box girder, arrange that cast-in-place junction plate upper longitudinal is to distributing bar 14 on the top of cast-in-place junction plate structure groove 9, lay stirrup 16 cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 is carried out being connected banding to distributing bar 14 with the cast-in-place junction plate upper longitudinal above it, cast-in-place junction plate top direction across bridge steel bar stress 19 is buried underground on the top of cast-in-place junction plate structure groove 9, the position one_to_one corresponding of side bar direction across bridge embedded bar 18 in the position of cast-in-place junction plate top direction across bridge steel bar stress 19 and split small box girder, connected by colligation, by former bridge side bar frange plate steel bar stress 17, side bar direction across bridge embedded bar 18 in split small box girder, cast-in-place junction plate top direction across bridge steel bar stress 19, cast-in-place junction plate bottom longitudinal structure reinforcing bar 15, cast-in-place junction plate upper longitudinal links together to distributing bar 14 and stirrup 16, form cage of reinforcement,
Step 5: waiting period terminate after, in cast-in-place junction plate structure groove 9, build UEA expansive concrete, curing time is not less than 14 days, and maintenance relative humidity is not less than 90%;
Step 6: the construction completing the asphalt concrete pavement layer 6 above cast-in-place junction plate.
Described step is transformed side bar 12 outside assembly concrete T beam bridge, remove the outer side rail 7 of former bridge, remove the former bridge asphalt concrete pavement layer 6 above cast-in-place junction plate 3 and concrete pavement layer 5, along the root of assembly concrete T beam bridge outer side edges beam flange plate 8 by the concrete chisel removal of assembly concrete T beam bridge outer side edges beam flange plate 8, the cast-in-place junction plate formed between prefabricated PC concrete split small box girder 2 and assembly concrete T beam 1 constructs groove 9, form structure to be spliced, each several part size needs to coordinate, working procedure strictly carries out on request.
The strength grade of UEA expansive concrete adopts C55, in UEA expansive concrete, UEA expansion agent accounts for 8% ~ 12% of UEA expansive concrete its cement weight total, the moisture-keeping maintaining number of days of wet seam UEA expansive concrete must not be less than 14 days, and between curing time, relative humidity is not less than 90%.
Described former bridge side bar frange plate steel bar stress 17, side bar direction across bridge embedded bar 18 and cast-in-place junction plate top direction across bridge steel bar stress 19 are the connecting reinforcements between former assembling concrete T beam bridge 1 and newly-built prefabricated PC concrete split small box girder 2, guarantee at carload, under new and old bridge foundation bulk settling difference and new-old concrete shrinkage and creep difference act on, there is not stress destruction in the cast-in-place junction plate 3 between former assembling concrete T beam bridge 1 and newly-built prefabricated PC concrete split small box girder 2, the specification of side bar direction across bridge embedded bar 18 and cast-in-place junction plate top direction across bridge steel bar stress 19 is HRB400, side bar direction across bridge embedded bar 18 and cast-in-place junction plate top direction across bridge steel bar stress 19 along bridge to spacing equal with the spacing of former bridge side bar frange plate steel bar stress 17, the diameter of side bar direction across bridge embedded bar 18 and cast-in-place junction plate top direction across bridge steel bar stress 19 is determined by calculating by practical application internal force size.
Described cast-in-place junction plate upper longitudinal is distributing bars to distributing bar 14, cast-in-place junction plate bottom longitudinal structure reinforcing bar 15 and stirrup 16, and its specification adopts HPB300, and its diameter adopts 8mm, and its spacing is determined by detailing requiments.
After described newly-built prefabricated PC concrete split small box girder 2 completion, wait for June, treat that foundation settlement and the concrete shrinkage and creep major part of newly-built prefabricated PC concrete split small box girder 2 complete, effectively can reduce the foundation settlement of newly-built prefabricated PC concrete split small box girder 2 and concrete shrinkage and creep to the adverse effect of cast-in-place junction plate 3; Cast-in-place junction plate 3 adopts UEA concrete, between curing time, UEA concrete volume generation microdilatancy, the UEA concrete of cast-in-place junction plate 3 is laterally under the effect of contraction of former assembling concrete T beam bridge 1 and newly-built prefabricated PC concrete split small box girder 2, produce horizontal compressive pre-stress, the adverse effect of cast-in-place junction plate concrete shrinkage can be offset.
Specific embodiment described in the application is only to the explanation for example of the present invention's spirit.Those skilled in the art can make various amendment or supplement or adopt similar mode to substitute to described specific embodiment, but can't depart from spirit of the present invention or surmount the scope that appended claims defines.
Claims (3)
1. a splicing bridge, comprise assembly concrete T beam bridge, it is characterized in that: also comprise prefabricated PC concrete split small box girder bridge and cast-in-place junction plate, prefabricated PC concrete split small box girder bridge is arranged on the outside of assembly concrete T beam bridge, cast-in-place junction plate is positioned at the centre of assembly concrete T beam bridge and prefabricated PC concrete split small box girder bridge, the bottom surface of cast-in-place junction plate is concordant with assembly concrete T beam bridge outer side edges beam flange plate bottom surface nadir, the end face of cast-in-place junction plate is concordant with the concrete pavement layer of assembly concrete T beam bridge.
2. splicing bridge according to claim 1, it is characterized in that: the longitudinal direction on described cast-in-place junction plate top is embedded with cast-in-place junction plate upper longitudinal to distributing bar, the longitudinal direction of cast-in-place junction plate bottom is embedded with cast-in-place junction plate bottom longitudinal structure reinforcing bar, also stirrup is embedded with in cast-in-place junction plate, stirrup by cast-in-place junction plate upper longitudinal corresponding to cast-in-place junction plate bottom longitudinal structure reinforcing bar and cast-in-place junction plate bottom longitudinal structure reinforcing bar lengthwise position to together with distributing bar lock ring, the bottom of cast-in-place junction plate retains former bridge side bar frange plate steel bar stress and buries side bar direction across bridge embedded bar in split small box girder underground, in split small box girder side bar direction across bridge embedded bar along bridge to spacing and position one_to_one corresponding identical with the spacing of former bridge side bar frange plate steel bar stress, in split small box girder, side bar direction across bridge embedded bar is at the lower alignment of vertical height and former bridge side bar frange plate steel bar stress, in split small box girder, the right-hand member of side bar direction across bridge embedded bar imbeds the inner side side bar of prefabricated PC concrete split small box girder bridge, in split small box girder, the left end of side bar direction across bridge embedded bar is apart from assembly concrete T beam bridge outer side edges beam flange plate root 10cm, in split small box girder, the left end of side bar direction across bridge embedded bar is connected by colligation with former bridge side bar frange plate steel bar stress, the cast-in-place junction plate top direction across bridge steel bar stress corresponding with former bridge side bar frange plate steel bar stress lateral attitude is embedded with on the top of cast-in-place junction plate.
3. the construction method of splicing bridge according to claim 2, is characterized in that concrete steps are:
Step 1: remove the outer side rail of former bridge outside original assembly concrete T beam bridge, cut asphalt concrete pavement layer and the concrete pavement layer of original assembly concrete T beam bridge above cast-in-place junction plate, root along original assembly concrete T beam bridge outer side edges beam flange plate cuts the concrete of original assembly concrete T beam outer side edges beam flange plate, retains former bridge side bar frange plate steel bar stress;
Step 2: prefabricated PC concrete split small box girder is installed in erection, complete the concrete pavement layer of prefabricated PC concrete split small box girder bridge and the construction of newly-built outer side rail, reserved cast-in-place junction plate structure groove, side bar direction across bridge embedded bar in split small box girder is set, in split small box girder, side bar direction across bridge embedded bar one end is embedded in the inner edge back plate of prefabricated PC concrete split small box girder bridge, the other end points to the outer side bar of assembly concrete T beam bridge, and with former bridge side bar frange plate root distance 10cm;
Step 3: the time waiting for 3-6 month;
Step 4: waiting time, the bottom of former bridge side bar frange plate steel bar stress is connected by colligation with the left end of side bar direction across bridge embedded bar in split small box girder, cast-in-place junction plate bottom longitudinal structure reinforcing bar is arranged above side bar direction across bridge embedded bar in split small box girder, arrange that cast-in-place junction plate upper longitudinal is to distributing bar on cast-in-place junction plate structure groove top, lay stirrup cast-in-place junction plate bottom longitudinal structure reinforcing bar is carried out being connected banding to distributing bar with the cast-in-place junction plate upper longitudinal above it, cast-in-place junction plate top direction across bridge steel bar stress is buried underground on the top of cast-in-place junction plate, the position one_to_one corresponding of side bar direction across bridge embedded bar in the position of cast-in-place junction plate top direction across bridge steel bar stress and split small box girder, connected by colligation, by former bridge side bar frange plate steel bar stress, side bar direction across bridge embedded bar in split small box girder, cast-in-place junction plate top direction across bridge steel bar stress, cast-in-place junction plate bottom longitudinal structure reinforcing bar, cast-in-place junction plate upper longitudinal links together to distributing bar and stirrup, form cage of reinforcement,
Step 5: waiting period terminate after, in cast-in-place junction plate structure groove, build UEA expansive concrete, curing time is not less than 14 days, and maintenance relative humidity is not less than 90%;
Step 6: the construction completing asphalt concrete pavement layer above cast-in-place junction plate and newly-built outer side rail, forms a complete bridge.
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| CN201410835593.3A CN104480846B (en) | 2014-12-30 | 2014-12-30 | A kind of construction method splicing bridge |
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| CN201410835593.3A CN104480846B (en) | 2014-12-30 | 2014-12-30 | A kind of construction method splicing bridge |
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| CN104480846B CN104480846B (en) | 2016-07-06 |
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Cited By (9)
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|---|---|---|---|---|
| CN104480847A (en) * | 2014-12-30 | 2015-04-01 | 桂林理工大学 | Spliced bridge |
| CN105178162A (en) * | 2015-08-25 | 2015-12-23 | 张江涛 | T-beam reinforcing structure and construction method thereof |
| CN105220622A (en) * | 2015-08-25 | 2016-01-06 | 张江涛 | T beam widens reinforcing construction and construction method thereof |
| CN107254849A (en) * | 2017-07-14 | 2017-10-17 | 中国冶集团有限公司 | Steel box-girder installation method under a kind of clear height constrained state |
| CN108589508A (en) * | 2018-05-16 | 2018-09-28 | 李明 | A kind of double combined combined bridge structure |
| CN110886183A (en) * | 2019-12-17 | 2020-03-17 | 中交路桥建设有限公司 | Bridge width splicing foundation settlement control method |
| CN110965484A (en) * | 2019-12-17 | 2020-04-07 | 中交路桥建设有限公司 | New and old bridge widening reinforcing method |
| CN111648233A (en) * | 2020-05-26 | 2020-09-11 | 中冶南方城市建设工程技术有限公司 | Join together wide bridge joint and prevent subsiding board device |
| CN114045738A (en) * | 2021-11-17 | 2022-02-15 | 中冶南方城市建设工程技术有限公司 | Bridge widening design method |
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| CN104480847A (en) * | 2014-12-30 | 2015-04-01 | 桂林理工大学 | Spliced bridge |
| CN104480847B (en) * | 2014-12-30 | 2016-05-18 | 桂林理工大学 | A kind of splicing bridge |
| CN105178162A (en) * | 2015-08-25 | 2015-12-23 | 张江涛 | T-beam reinforcing structure and construction method thereof |
| CN105220622A (en) * | 2015-08-25 | 2016-01-06 | 张江涛 | T beam widens reinforcing construction and construction method thereof |
| CN107254849A (en) * | 2017-07-14 | 2017-10-17 | 中国冶集团有限公司 | Steel box-girder installation method under a kind of clear height constrained state |
| CN108589508A (en) * | 2018-05-16 | 2018-09-28 | 李明 | A kind of double combined combined bridge structure |
| CN110886183A (en) * | 2019-12-17 | 2020-03-17 | 中交路桥建设有限公司 | Bridge width splicing foundation settlement control method |
| CN110965484A (en) * | 2019-12-17 | 2020-04-07 | 中交路桥建设有限公司 | New and old bridge widening reinforcing method |
| CN111648233A (en) * | 2020-05-26 | 2020-09-11 | 中冶南方城市建设工程技术有限公司 | Join together wide bridge joint and prevent subsiding board device |
| CN111648233B (en) * | 2020-05-26 | 2022-06-10 | 中冶南方城市建设工程技术有限公司 | Join together wide bridge joint and prevent subsiding board device |
| CN114045738A (en) * | 2021-11-17 | 2022-02-15 | 中冶南方城市建设工程技术有限公司 | Bridge widening design method |
| CN114045738B (en) * | 2021-11-17 | 2024-02-13 | 中冶南方城市建设工程技术有限公司 | Bridge widening design method |
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