CN106087745A - A kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method - Google Patents
A kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method Download PDFInfo
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- CN106087745A CN106087745A CN201610301377.XA CN201610301377A CN106087745A CN 106087745 A CN106087745 A CN 106087745A CN 201610301377 A CN201610301377 A CN 201610301377A CN 106087745 A CN106087745 A CN 106087745A
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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 kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method, described monolithic construction includes crossbeam, across a girder, it is characterized in that the method comprises the following steps: A, fulcrum both sides arrange across a girder steel construction, described fulcrum includes limit fulcrum and central bearing point；B, pour floorings and concrete beam, at described position of the fulcrum casting concrete crossbeam so that described concrete beam and the concrete slab above a girder are connected as a single entity.The technical characterstic of the present invention and effect be, 1, crossbeam changed into concrete beam by conventional steel structure beam, cost reduces；2, Site Welding workload reduces, and construction method is conventional, easy, reduces difficulty of construction, and construction quality is easily controlled；3, crossbeam and be positioned at same elevation plane across a girder, both form unitary construction, are not take up too many under-clearance, and structure height is less, and Bridge Landscape is good；4, late maintaining workload reduces.
Description
The present invention is filing date on October 17th, 2012, Application No. 2012103943817, invention entitled " a kind of
Multiple-piece composite beam bridge top and the bottom monolithic construction and construction method thereof " the divisional application of patent application.
Technical field
The present invention relates to the civil engineering technical field of bridge, specifically a kind of multiple-piece composite beam bridge top and the bottom are whole
Body formula structure and construction method thereof.
Background technology
In conventional bridge, beam bridge accounts for the overwhelming majority, and beam bridge is classified by structural system, typically has system of simple supporting, continuous (firm structure)
System.Classify by construction material, typically have concrete beam bridge, steel construction beam bridge, steel-concrete combined structure beam bridge.Steel-coagulation
Soil combinative structure is divided into again combined steel plate beam, compound section steel box girder, Corrugated webs steel-concrete composite beam etc. according to section difference.
The situation bigger for adapting to bridge width, multiple-piece steel-concrete combined steel plate continuous beam and multiple-piece steel-concrete combination steel
The advantages such as case continuous beam is little due to monolithic beam lifting weight, and processing is easy, construction is rapid, span ability is strong increasingly have extensively should
Trend.But steel structure beam or concrete bent cap are generally set at pier top position of the fulcrum, thus bring problems.
Use steel structure beam time, as it is shown in figure 1, gooseneck 11 and across a girder 12 in same elevation plane, design
For the common force modes of beam in length and breadth.First lift gooseneck during construction, lift across a girder afterwards, then both are welded into entirety.Should
The advantage of scheme is to be not take up too many under-clearance, and structure height is little, and corresponding Bridge Landscape is preferable, but rolled steel dosage is more,
Cost is higher, and weld seam is intensive near fulcrum, and welding residual stress is big, there is a large amount of building sites weld seam, and welding condition is poor, weld seam
Difficult quality guarantee, it addition, the application maintenance of steel structure beam adds later stage expense and workload.
When using concrete bent cap, as shown in Figure 2, although construct the most conventional, easy, late maintaining work is few, but
Owing to superstructure 13 is supported on the bent cap 14 of substructure, position of the fulcrum structure height is that superstructure deck-molding adds bottom
Structural cover depth of beam, structure height is higher, Bridge Landscape phase strain differential, it is ensured that need during under-clearance to raise floor elevation, from
And increase bridge length and improve cost.
Summary of the invention
It is an object of the invention to provide a kind of multiple-piece composite beam bridge top and the bottom monolithic construction, it can adapt to the modern times
The structure stress requirement of bridge, it is to avoid the shortcoming of the existing Normal practice of above two, the advantage remaining both, at convenient horizontal stroke
While beam construction, reduce structure height, save cost, reduce late maintaining.
To achieve these goals, the technical scheme is that a kind of multiple-piece composite beam bridge top and the bottom monoblock type knot
Structure, it mainly includes crossbeam, across a girder and across the connecting structure between girder and crossbeam, it is characterised in that: across a girder
Using multiple-piece steel-concrete combined steel plate beam or multiple-piece steel-concrete compound section steel box girder, position of the fulcrum arranges crossbeam, institute
Stating crossbeam using concrete as material, be provided with prestressed strand in crossbeam, the steel construction part across a girder arranges connection structure
Making, concrete parts and crossbeam across a girder pour integral, and above-mentioned crossbeam is connected as a single entity with described connecting structure.
Described connecting structure includes shear connector, and the steel construction part across a girder disconnects at crossbeam and is anchored in horizontal stroke by shear key
Beam.Described connecting structure also includes deformed bar, described deformed bar through crossbeam and both sides across a girder steel construction
Connect.Described connecting structure is steel construction, and described steel construction is connected across a girder steel construction part with both sides.Described Shear connection
Part can use socket cap weldering nail, perforated panel shear key etc..
Another object of the present invention is a kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction methods, and it can be fitted
Should the structure stress requirement of modern bridge, it is to avoid the shortcoming of the existing Normal practice of above two, the advantage remaining both,
While facilitating construction of beam, reduce structure height, save cost, reduce late maintaining.
To achieve these goals, technical scheme is as follows: a kind of multiple-piece composite beam bridge top and the bottom monoblock type
Construction method, described monolithic construction includes crossbeam, across a girder, it is characterised in that the method comprises the following steps: A,
Arranging across a girder steel construction in fulcrum both sides, described fulcrum includes limit fulcrum and central bearing point；B, pour floorings and concrete
Crossbeam, at described position of the fulcrum casting concrete crossbeam so that described concrete beam and the concrete bridge above a girder
Panel is connected as a single entity.
According to one embodiment of present invention, in step B, concretely comprising the following steps of central bearing point casting concrete crossbeam: first water
Note is across a concrete slab for girder part, is more together poured into a mould with concrete beam by concrete slab near central bearing point.
According to another embodiment of the present invention, in step B, concretely comprising the following steps of central bearing point casting concrete crossbeam: in first cast lower floor
Fulcrum concrete beam, then the concrete slab of girder part between casting bay, finally concrete near cast central bearing point crossbeam
Floorings.
According to the first embodiment of the present invention, described disconnect near fulcrum across a girder steel construction, across a girder steel
Structure end is provided with shear connector, and in step B, casting concrete crossbeam is allowed to be connected as a single entity with described shear connector.According to this
The second bright embodiment, described disconnects near fulcrum across a girder steel construction, cuts being provided with across a girder steel construction end
Power key, fulcrum both sides between a girder steel construction, be also associated with deformed bar, in step B, casting concrete crossbeam makes
Be connected as a single entity with described shear connector and deformed bar.According to the third embodiment of the invention, described position of the fulcrum is also provided with
Having steel construction, with being connected across a girder steel construction of both sides, in step B, casting concrete crossbeam is allowed to pass with described
The steel construction of fulcrum is connected as a single entity.
The obvious technical characterstic that the present invention is consisted of such scheme feature, 1, crossbeam changes by conventional steel structure beam
For concrete beam, cost reduces；2, Site Welding workload reduces, and construction method is conventional, easy, reduces difficulty of construction,
Construction quality is easily controlled；3, crossbeam and be positioned at same elevation plane across a girder, both form unitary construction, are not take up too
Many under-clearances, structure height is less, and Bridge Landscape is good；4, late maintaining workload reduces.
Accompanying drawing explanation
Fig. 1 is the schematic diagram one of prior art, and wherein Fig. 1 a is elevation, and Fig. 1 b is the A-A profile of Fig. 1 a.
Fig. 2 is the schematic diagram two of prior art, and wherein Fig. 2 a is elevation, and Fig. 2 b is the B-B profile of Fig. 2 a.
Fig. 3 is the structural representation of one embodiment of the invention, and wherein Fig. 3 a is elevation, and Fig. 3 b is the C-C section of Fig. 3 a
Figure.
Fig. 4 is the structural representation of further embodiment of this invention, and wherein Fig. 4 a is elevation, and Fig. 4 b is that the D-D of Fig. 4 a cuts open
Face figure.
Fig. 5 is the structural representation of another embodiment of the present invention, and wherein Fig. 5 a is elevation, and Fig. 5 b is that the E-E of Fig. 5 a cuts open
Face figure.
Fig. 6 is middle cross beam one embodiment sequence of construction schematic diagram of the present invention.
Fig. 7 is middle cross beam of the present invention another embodiment sequence of construction schematic diagram.
Detailed description of the invention
Below in conjunction with the accompanying drawings with embodiment to further description of the present invention.
The present invention is a kind of multiple-piece composite beam bridge top and the bottom monolithic constructions, and it mainly includes crossbeam 1, across a girder 2
And the connecting structure across a girder Yu crossbeam, crossbeam is bridge end face using concrete as material, crossbeam 1 end face, across
Girder includes steel construction part and is arranged on the concrete slab of steel construction upper, across the steel construction portion of a girder 2
Dividing and be attached with crossbeam 1 by connecting structure, the concrete parts across a girder 2 is directly linked together with crossbeam 1.That is,
Concrete slab above the concrete slab 5 of a girder 2 and the concrete of crossbeam 1 and crossbeam 1 pours integral.
In figure, 4 is the prestressed strand of crossbeam itself.
Across a girder 2 generally multiple-piece steel-concrete combined steel plate beam or multiple-piece steel-concrete compound section steel box girder,
Can need to use freely-supported or continuous structure system according to stress.
The section of crossbeam 1 is rectangle, inverted trapezoidal or other form.Use concrete as construction material, simultaneously and across
Girder (including steel construction and concrete roof i.e. concrete slab) is linked as entirety, can need to use regular reinforcement according to stress
Concrete or prestressed reinforced concrete structure.
Connecting structure, when across a structure across footpath difference time, different types of attachment can be used according to force request, to guarantee
Structure stress safety.As longitudinally across footpath less (less than 20m), the steel construction part across a girder can be disconnected at crossbeam,
Across a girder 2 end, shear connector 3a connecting cross beam 1 is only being set.When across a girder when footpath is between 20 ~ 40m, also need
Increase and deformed bar 3b is connected the both sides measure across a girder through crossbeam.When increasing to further across footpath across a girder
During more than 60m, near central bearing point, the steel construction part across a girder can not turn off, and continues through crossbeam, and described logical
Cross perforate in the steel construction 3c of crossbeam with the prestressed strand 4 of crossbaring itself and regular reinforcement.Wherein, shear connector
Socket cap weldering nail, perforated panel shear key etc. can be used.
As across footpath less (less than 20m), shear connector 3a is only set across a girder and is attached with crossbeam, due to disconnected
The top part in face along bridge to bearing bigger tension, section lower portion along bridge to bearing relatively huge pressing stress, and whole disconnected
The shear key connector in face bears section shearing jointly, and therefore, in the distribution of WELDING STUDS, section upper position should be the closeest
Collection, upper position can be the most sparse, and in shear key specification, the shear key that resistance to tension is stronger is preferentially selected in upper position, as
The weldering nail shear key etc. that length is longer.
When increasing (between 20 ~ 40m) across footpath, in addition to arranging shear connector, also need to increase to be passed by deformed bar 3b
Crossbeam connects the both sides measure across a girder.For prestressing force measure, owing to length is shorter, preferential selection anchor head loss is less
Finish rolling screw thread prestressed thick reinforcement and the anchorage of repeatable stretch-draw, on prestressing force is arranged, should focus primarily upon section top
Part is to resist tension.Arrange when prestressed thick reinforcement and concentrate, when same section cannot complete anchorage layout, it may be considered that
Anchorage point is located at different section to obtain anchoring space.WELDING STUDS requires and the layout when footpath is less and specification requirement phase
With.
When increasing further across footpath, the steel construction part across a girder can not turn off, and continues through crossbeam, and
In this steel construction, perforate is with the prestressed strand of crossbaring itself and regular reinforcement.Opening diameter should be greater than steel bundle or reinforcing bar
Diameter is plus the maximum coarse aggregate diameter of twice, with the anchoring of reinforced steel beam and girder Yu concrete beam, Kong Bianyu steel beam flange plate
Distance should be greater than 5cm to ensure the effectiveness that steel beam web plate welds with flange plate.Girder steel top flange plate, bottom wing listrium and web are equal
Crossbeam should be continued through.Some shear connectors can be arranged on steel beam web plate, enter with the girder steel ensureing crossbeam with continue to pass through
Row effectively connects.Limit crossbeam and less owing to bearing moment of flexure across the connection of a girder, can take above-mentioned little two kinds of companies when footpath
Connect mode.
The construction method of bridge still can use routine, ripe prefabrication to combine support casting, i.e. across a girder
Steel construction part is prefabricated in the factory.After on-the-spot Bridge Pier Construction completes, set up in column (i.e. fulcrum) both sides support lifting longitudinally across
Between the steel construction part of girder, joint connection in site forms entirety, sets up overarm brace, formwork erection, assembling reinforcement at position of the fulcrum, buries underground
Crossbeam prestressed strand pipeline, cast floorings and concrete beam, stretch-drawing beam prestressing force, laying is mated formation, and pours into a mould crashproof protecting
Hurdle, is finally completed the construction of whole bridge.
Wherein, limit crossbeam can be with once-cast with neighbouring concrete slab, for floorings near solution central bearing point along bridge
To the problem that tension is bigger, it is preferable that the floorings above last casting concrete crossbeam.Middle cross beam can use following two
Plant arrangement and method for construction: 1, the concrete slab 5 of girder part between first casting bay, near reserved central bearing point, concrete slab is with mixed
Solidifying soil crossbeam together pours into a mould (Fig. 6)；2, first cast lower floor central bearing point concrete beam 2, the concrete slab portion of reserved crossbeam
Divide and do not pour into a mould, then the concrete slab 5 of girder part between casting bay, finally concrete slab near cast central bearing point crossbeam
6(Fig. 7).
When using arrangement and method for construction 2, just can be with stretch-drawing beam prestressing force and remove after crossbeam lower-layer concrete casting complete
All bridge lower carriages, this scheme accomplishes during vehicle pass-through requirement to minimize space under bridge impact under having bridge.
According to calculating comparative analysis, a length of central bearing point centrage two that reserved central bearing point concrete slab finally pours
Being advisable across footpath in each 0.1 ~ 0.2 times of side, this arrangement and method for construction can reduce into when bridge is open to traffic near central bearing point that drawing of upper limb concrete should
Power, is reduced to about 1Mpa by the 2Mpa of conventional once-cast concrete scheme, and owing to concrete is carried out step pouring,
Blockage effect can be reduced, reduce shrinkage stress about the 0.5Mpa of concrete under least favorable Load Combination, for optimizing structure
Stressed effect is obvious.
With common bridge width 25m, as a example by span setting 3 × 30m steel-concrete combined steel plate continuous beam, section such as Fig. 3,
Full-bridge uses steel 236.25t, and floorings use concrete 562.5m3, reinforcing bar 247.5t, crossbeam uses concrete 375m3, steel
Bundle 11.25t, reinforcing bar 32t.Compare conventional gooseneck scheme and reduce crossbeam steel about 90t, reduce weld seam about 900m, Qi Zhongshi
The field welding about 230m that work difficulty is bigger, reduces the anticorrosive coating area 580m needing maintenance2, this binding beam total price reduces about 95
Ten thousand, being converted into unit price index is 420 yuan/m2, be equivalent to save bridge superstructure cost about 14%.And adopt compared to common
By the scheme of concrete bent cap, can reduce deck-molding 1.5m, calculate with headroom current under identical bridge, longitudinal gradient considers according to 3%, whole
Individual engineering will reduce bridge area 2500m2, save bridge total cost about 1500W.
Claims (6)
1. a multiple-piece composite beam bridge top and the bottom monolithic construction construction method, described monolithic construction include crossbeam, across
Girder, it is characterised in that the method comprises the following steps: A, fulcrum both sides arrange across a girder steel construction, described fulcrum includes
Limit fulcrum and central bearing point；B, pour floorings and concrete beam, at described position of the fulcrum casting concrete crossbeam so that described
Concrete beam and the concrete slab above a girder are connected as a single entity.
2. the construction method as described in claim 1, it is characterised in that: in step B, central bearing point casting concrete crossbeam concrete
Step is: the concrete slab of girder part between first casting bay, then concrete slab near central bearing point is horizontal with concrete
Beam is together poured into a mould.
3. the construction method as described in claim 1, it is characterised in that: in step B, central bearing point casting concrete crossbeam concrete
Step is: first cast lower floor central bearing point concrete beam, then the concrete slab of girder part between casting bay, finally in cast
Concrete slab near fulcrum crossbeam.
4. the construction method as described in claim 1, it is characterised in that: described disconnect near fulcrum across a girder steel construction,
A girder steel construction end is being provided with shear connector, and in step B, casting concrete crossbeam is allowed to be linked as one with described shear connector
Body.
5. the construction method as described in claim 4, it is characterised in that: described disconnect near fulcrum across a girder steel construction,
A girder steel construction end is being provided with shear connector, and connecting between a girder steel construction of fulcrum both sides has prestress steel
Muscle, in step B, casting concrete crossbeam is allowed to be connected as a single entity with described shear connector and deformed bar.
6. the construction method as described in claim 1, it is characterised in that: described position of the fulcrum is also equipped with steel construction, with both sides
Be connected across a girder steel construction, in step B, casting concrete crossbeam is allowed to be linked as with the described steel construction through fulcrum
Integrally.
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| CN201610301377.XA CN106087745B (en) | 2012-10-17 | 2012-10-17 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method |
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| CN201610301377.XA CN106087745B (en) | 2012-10-17 | 2012-10-17 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method |
| CN201210394381.7A CN103774541B (en) | 2012-10-17 | 2012-10-17 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction and construction method thereof |
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| CN201210394381.7A Active CN103774541B (en) | 2012-10-17 | 2012-10-17 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction and construction method thereof |
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Cited By (2)
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| CN106930181A (en) * | 2017-04-18 | 2017-07-07 | 浙江省交通规划设计研究院 | A kind of simple-supported thencontinuous steel reinforced concrete combined bridge hogging moment area structure |
| CN109183615A (en) * | 2018-08-17 | 2019-01-11 | 中铁大桥勘测设计院集团有限公司 | A kind of more girder formula steel reinforced concrete combination continuous beams |
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| CN104195950A (en) * | 2014-08-15 | 2014-12-10 | 中交第二航务工程局有限公司 | Steel-concrete composite beam cable-stayed bridge glued joint connecting method |
| CN105178191B (en) * | 2015-08-10 | 2017-03-22 | 中交第一公路工程局有限公司 | Sand bucket positioning device used for shear pin |
| CN107044091B (en) * | 2017-05-18 | 2019-03-29 | 中铁十六局集团铁运工程有限公司 | A kind of bridge side bar formwork for placing and its casting method |
| CN108118610A (en) * | 2017-12-26 | 2018-06-05 | 上海市政工程设计研究总院（集团）有限公司 | A kind of ultra-high performance concrete and regular reinforcement concrete combination beam |
| CN114592440B (en) * | 2022-03-21 | 2024-03-19 | 武汉市规划设计有限公司 | Upper structure of assembled steel-concrete combined bridge and construction process thereof |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN105862597B (en) | 2017-11-24 |
| CN103774541A (en) | 2014-05-07 |
| CN106087745B (en) | 2017-11-07 |
| CN103774541B (en) | 2016-08-03 |
| CN105862597A (en) | 2016-08-17 |
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