CN105862597B - 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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- CN105862597B CN105862597B CN201610198667.6A CN201610198667A CN105862597B CN 105862597 B CN105862597 B CN 105862597B CN 201610198667 A CN201610198667 A CN 201610198667A CN 105862597 B CN105862597 B CN 105862597B
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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
Abstract
The invention discloses a kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method, the monolithic construction includes crossbeam, across a girder, it is characterised in that this method comprises the following steps：A, set in fulcrum both sides includes side fulcrum and central bearing point across a girder steel construction, the fulcrum；B, floorings and concrete beam are poured, in the position of the fulcrum casting concrete crossbeam so that the concrete beam and the concrete slab above a girder are connected as a single entity.The technical characterstic and effect of the present invention be, 1, crossbeam concrete beam is changed to by the steel structure beam of routine, cost reduces；2nd, Site Welding workload is reduced, and construction method is conventional, easy, reduces difficulty of construction, construction quality is easily controlled；3rd, crossbeam and it is located at across a girder in same elevation plane, both form unitary construction, are not take up too many under-clearance, and structure height is smaller, and Bridge Landscape is good；4th, late maintaining workload is reduced.
Description
It is on October 17th, 2012 applying date that the present invention, which is, and Application No. 2012103943817 is entitled " a kind of
The divisional application of the patent application of multiple-piece composite beam bridge top and the bottom monolithic construction and its construction method ".
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 its construction method.
Background technology
Beam bridge accounts for the overwhelming majority in conventional bridge, and beam bridge is classified by structural system, typically there is system of simple supporting, continuous（Firm structure）
System.Classify by construction material, typically there is concrete beam bridge, steel construction beam bridge, steel-concrete combined structure beam bridge.Steel-coagulation
Native combining structure is divided into combined steel plate beam, compound section steel box girder, Corrugated webs steel-concrete composite beam etc. again according to section is different.
To adapt to the larger situation of bridge width, multiple-piece steel-concrete combined steel plate continuous beam and multiple-piece steel-concrete combination steel
Case continuous beam extensively should because the advantages that monolithic beam lifting weight is small, and simple processing, construction are rapidly, span ability is strong increasingly has
Trend.But steel structure beam or concrete bent cap are generally set in pier top position of the fulcrum, thus bring problems.
During using steel structure beam, as 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.Gooseneck is first lifted during construction, is lifted afterwards across a girder, then both are welded integral.Should
The advantages of scheme is to be not take up too many under-clearance, and structure height is small, 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, a large amount of building site weld seams be present, welding condition is poor, weld seam
Quality is difficult to ensure that, in addition, the application maintenance of steel structure beam adds later stage expense and workload.
During using concrete bent cap, although as shown in Fig. 2 construction is more conventional, easy, late maintaining work is few,
Because 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, ensures to need to raise floor elevation during under-clearance, from
And increase bridge length and improve cost.
The content 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, the shortcomings that avoiding above two existing Normal practice, the advantages of remaining both, convenient horizontal
While beam is constructed, structure height is reduced, saves cost, reduces 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 sets crossbeam, institute
Crossbeam is stated using concrete as material, prestressed strand is provided with crossbeam, connection structure is set across the steel construction part of a girder
Make, poured integrally across concrete parts and the crossbeam of a girder, and above-mentioned crossbeam is connected as a single entity with the connecting structure.
The connecting structure includes shear connector, is disconnected across the steel construction part of a girder at crossbeam and is anchored in horizontal stroke by shear key
Beam.The connecting structure also includes deformed bar, and the deformed bar is through crossbeam and both sides across a girder steel construction
Connection.The connecting structure is steel construction, the steel construction and both sides across a girder steel construction part connection.The 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 method, and it can be fitted
The structure stress requirement of modern bridge is answered, the shortcomings that avoiding above two existing Normal practice, the advantages of remaining both,
While facilitating construction of beam, structure height is reduced, saves cost, reduces 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, the monolithic construction include crossbeam, across a girder, it is characterised in that this method comprises the following steps：A、
Set in fulcrum both sides includes side fulcrum and central bearing point across a girder steel construction, the fulcrum；B, floorings and concrete are poured
Crossbeam, in the position of the fulcrum casting concrete crossbeam so that the 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, central bearing point casting concrete crossbeam concretely comprises the following steps：First pour
Note is together poured into a mould across a concrete slab for girder part, then by concrete slab near central bearing point with concrete beam.
According to another embodiment of the present invention, in step B, central bearing point casting concrete crossbeam concretely comprises the following steps：First pour into a mould in lower floor
Fulcrum concrete beam, then between casting bay girder part concrete slab, finally pour into a mould central bearing point crossbeam concrete nearby
Floorings.
It is described to be disconnected across a girder steel construction near fulcrum according to the first embodiment of the present invention, 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 the shear connector.According to this hair
Bright second embodiment, it is described to be disconnected across a girder steel construction near fulcrum, cut across a girder steel construction end set
Power key, fulcrum both sides are also associated with deformed bar between a girder steel construction, and in step B, casting concrete crossbeam makes
Be connected as a single entity with the shear connector and deformed bar.According to the third embodiment of the invention, the position of the fulcrum is also provided with
There is steel construction, be connected with both sides across a girder steel construction, in step B, casting concrete crossbeam is allowed to pass through with described
The steel construction of fulcrum is connected as a single entity.
The obvious technical characterstic that is made up of such scheme feature of the present invention, 1, crossbeam changes by the steel structure beam of routine
For concrete beam, cost reduces；2nd, Site Welding workload is reduced, and construction method is conventional, easy, reduces difficulty of construction,
Construction quality is easily controlled；3rd, crossbeam and it is located at across a girder in same elevation plane, both form unitary construction, are not take up too
More under-clearances, structure height is smaller, and Bridge Landscape is good；4th, late maintaining workload is reduced.
Brief description of the drawings
Fig. 1 is the schematic diagram one of prior art, and wherein Fig. 1 a are elevation, and Fig. 1 b are Fig. 1 a A-A profiles.
Fig. 2 is the schematic diagram two of prior art, and wherein Fig. 2 a are elevation, and Fig. 2 b are Fig. 2 a B-B profiles.
Fig. 3 is the structural representation of one embodiment of the invention, and wherein Fig. 3 a are elevation, and Fig. 3 b are Fig. 3 a C-C sections
Figure.
Fig. 4 is the structural representation of further embodiment of this invention, and wherein Fig. 4 a are elevation, and the D-D that Fig. 4 b are Fig. 4 a is cutd open
Face figure.
Fig. 5 is the structural representation of another embodiment of the present invention, and wherein Fig. 5 a are elevation, and the E-E that Fig. 5 b are Fig. 5 a is cutd open
Face figure.
Fig. 6 is the embodiment sequence of construction schematic diagram of middle cross beam one of the present invention.
Fig. 7 is the another embodiment sequence of construction schematic diagram of middle cross beam of the present invention.
Embodiment
With reference to the accompanying drawings and examples to further description of the present invention.
The present invention is a kind of multiple-piece composite beam bridge top and the bottom monolithic construction, and it mainly includes crossbeam 1, across a girder 2
And across a girder and the connecting structure of crossbeam, for crossbeam using concrete as material, the top surface of crossbeam 1 is bridge top surface, 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
Divide and be attached by connecting structure with crossbeam 1, is directly linked together across concrete parts and the crossbeam 1 of a girder 2.That is,
Concrete slab above the concrete slab 5 of a girder 2 and the concrete of crossbeam 1 and crossbeam 1 pours integrally.
4 be the prestressed strand of crossbeam in itself in figure.
Multiple-piece steel-concrete combined steel plate beam or multiple-piece steel-concrete compound section steel box girder are generally across a girder 2,
It can be needed to use freely-supported or continuous structure system according to stress.
The section of crossbeam 1 is rectangle, inverted trapezoidal or other forms.Using concrete as construction material, at the same with across
Girder（It is concrete slab including steel construction and concrete roof）Entirety is linked as, can be needed to use regular reinforcement according to stress
Concrete or prestressed reinforced concrete structure.
Connecting structure, when across structure across footpath difference, different types of attachment can be used according to force request, to ensure
Structure stress safety.When longitudinal across footpath is smaller（Less than 20m）When, it will can be disconnected across the steel construction part of a girder at crossbeam,
Across the end of a girder 2, shear connector 3a connecting cross beams 1 are only being set.When across a girder across footpath between 20 ~ 40m, also need
Increase and deformed bar 3b is connected into measure of the both sides across a girder through crossbeam.Further increased to when across a girder across footpath
During more than 60m, near central bearing point, it can not turned off across the steel construction part of a girder, continue through crossbeam, and described logical
Cross prestressed strand 4 and regular reinforcement of the perforate with crossbaring in itself in the steel construction 3c of crossbeam.Wherein, shear connector
Socket cap weldering nail, perforated panel shear key etc. can be used.
When across footpath is smaller（Less than 20m）When, only set shear connector 3a to be attached with crossbeam across a girder, due to disconnected
The top part in face is along bridge, to bearing larger tension, section lower portion to bearing compared with huge pressing stress, and entirely breaks along bridge
The shear key connector in face bears section shearing jointly, and therefore, in the distribution of WELDING STUDS, section upper position should be more close
Collection, upper position can be slightly sparse, and in shear key specification, the stronger shear key of tensile capacity is preferentially selected in upper position, such as
Longer weldering nail shear key of length etc..
When across footpath increases（Between 20 ~ 40m）, in addition to shear connector is set, also need increase to pass through deformed bar 3b
Crossbeam connects measure of the both sides across a girder.For prestressing force measure, because length is shorter, preferentially lost from anchor head less
Finish rolling screw thread prestressed thick reinforcement and the anchorage of repeatable tensioning, in prestressing force arrangement, it is top section should to be focused primarily upon
Part is to resist tension.Arrange and concentrate when prestressed thick reinforcement, when anchorage arrangement can not be completed on same section, it may be considered that
Anchorage point is anchored into space located at different section to obtain.Arrangement and specification requirement phase of the WELDING STUDS requirement with across footpath when smaller
Together.
When across footpath further increases, it can not turned off across the steel construction part of a girder, continue through crossbeam, and
Prestressed strand and regular reinforcement of the perforate with crossbaring in itself in the steel construction.Opening diameter should be greater than steel beam or reinforcing bar
Diameter adds twice of maximum coarse aggregate diameter, with the anchoring of reinforced steel beam and girder and concrete beam, Kong Bianyu steel beam flange plates
Distance should be greater than 5cm to ensure the validity of steel beam web plate and edge of a wing plate weld.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, to ensure that crossbeam enters with the girder steel continued to pass through
Row effectively connection.Side crossbeam and moment of flexure is smaller due to bearing across the connection of a girder, can take two kinds of companies during above-mentioned small across footpath
Connect mode.
The construction method of bridge can still use conventional, ripe prefabrication combination support casting, i.e., across a girder
Steel construction part is prefabricated in the factory.After the completion of live Bridge Pier Construction, in column（That is fulcrum）Both sides set up support lifting longitudinal direction across
Between girder steel construction part, joint connection in site forms entirety, overarm brace, formwork erection, assembling reinforcement set up in position of the fulcrum, buries
Crossbeam prestressed strand pipeline, pours into a mould floorings and concrete beam, stretch-drawing beam prestressing force, laying are mated formation, cast anticollision shield
Column, it is finally completed the construction of whole bridge.
Wherein, side crossbeam and neighbouring concrete slab can be to solve near central bearing point floorings along bridge with once-cast
To tension it is larger the problem of, it is preferable that the floorings above last casting concrete crossbeam.Middle cross beam can use following two
Kind arrangement and method for construction：1st, between first casting bay girder part concrete slab 5, reserve central bearing point nearby concrete slab with it is mixed
Native crossbeam is coagulated together to pour into a mould（Fig. 6）；2nd, lower floor's central bearing point concrete beam 2 is first poured into a mould, reserves the concrete bridge deck plate portion of crossbeam
Point do not pour into a mould, then between casting bay girder part concrete slab 5, finally pour into a mould central bearing point crossbeam concrete slab nearby
6（Fig. 7）.
During using arrangement and method for construction 2, crossbeam lower-layer concrete casting complete with stretch-drawing beam prestressing force and can be removed later
All bridge lower carriages, this scheme accomplish that space under bridge is influenceed to minimize in vehicle pass-through requirement under having bridge.
According to comparative analysis is calculated, the length that reserved central bearing point concrete slab finally pours is central bearing point center line two
Each 0.1 ~ 0.2 times of across footpath in side is advisable, and the drawing that the arrangement and method for construction can reduce into upper limb concrete near central bearing point when bridge is open to traffic should
Power, reduced by the 2Mpa of conventional once-cast concrete scheme to 1Mpa or so, and due to carrying out step pouring to concrete,
Blockage effect can be reduced, shrinkage stress 0.5Mpa of concrete or so under least favorable Load Combination is reduced, for optimizing structure
Stressed effect is obvious.
With the common wide 25m of bridge, exemplified by span setting 3 × 30m steel-concrete combined steel plate continuous beams, 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
Beam 11.25t, reinforcing bar 32t.Crossbeam steel about 90t is reduced compared to conventional gooseneck scheme, weld seam about 900m is reduced, wherein applying
Work difficulty larger field welding about 230m, reduce the anticorrosive coating area 580m for needing to conserve2, binding beam total price reduction about 95
Ten thousand, it is 420 yuan/m to be converted into monovalent index2, equivalent to saving bridge superstructure cost about 14%.And adopted compared to common
With the scheme of concrete bent cap, deck-molding 1.5m can be reduced, is calculated with headroom of being passed through under identical bridge, longitudinal slope considers according to 3%, whole
Individual engineering will reduce bridge area 2500m2, save bridge total cost about 1500W.
Claims (3)
1. a kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method, the monolithic construction include crossbeam, across
Girder, multiple-piece steel-concrete combined steel plate beam or multiple-piece steel-concrete compound section steel box girder are used across a girder, across a master
Beam include across a girder steel construction and the concrete slab above a girder steel construction, it is characterised in that this method include with
Lower step：A, set in fulcrum both sides includes side fulcrum and central bearing point across a girder steel construction, the fulcrum；B, floorings are poured
And concrete beam, in the position of the fulcrum casting concrete crossbeam so that the concrete beam and across a girder steel construction
The concrete slab of top is connected as a single entity；Wherein when longitudinal across footpath is less than 20m, by across the steel construction part of a girder in horizontal stroke
Liang Chu is disconnected, and shear connector connecting cross beam is only being set across an end of main beam；When across a girder across footpath between 20 ~ 40m,
Also need to increase and deformed bar is connected into both sides across the measure of a girder through crossbeam, further increase when across a girder across footpath
During to more than 60m, near central bearing point, do not turned off across the steel construction part of a girder, continue through crossbeam, and pass through horizontal stroke described
Beam across prestressed strand and regular reinforcement of the perforate with crossbaring in itself in a girder steel construction.
2. the construction method as described in claim 1, it is characterised in that：In step B, central bearing point casting concrete crossbeam it is specific
Step is：The concrete slab of girder part between first casting bay, then concrete slab near central bearing point and concrete is horizontal
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 it is specific
Step is：First pour into a mould lower floor central bearing point concrete beam, then between casting bay girder part concrete slab, in finally pouring into a mould
Concrete slab near fulcrum crossbeam.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610198667.6A CN105862597B (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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| CN201610198667.6A CN105862597B (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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| CN201610198667.6A Active CN105862597B (en) | 2012-10-17 | 2012-10-17 | A kind of multiple-piece composite beam bridge top and the bottom monolithic construction construction method |
| CN201610301377.XA Active 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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| 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 |
| 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 |
| 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 |
| CN109183615B (en) * | 2018-08-17 | 2020-05-26 | 中铁大桥勘测设计院集团有限公司 | Multi-main-beam type steel-concrete combined continuous 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 |
|---|---|
| CN105862597A (en) | 2016-08-17 |
| CN103774541A (en) | 2014-05-07 |
| CN103774541B (en) | 2016-08-03 |
| CN106087745A (en) | 2016-11-09 |
| CN106087745B (en) | 2017-11-07 |
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