CN104947601B - The main arch closure method of pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance - Google Patents
The main arch closure method of pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance Download PDFInfo
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- CN104947601B CN104947601B CN201510219502.8A CN201510219502A CN104947601B CN 104947601 B CN104947601 B CN 104947601B CN 201510219502 A CN201510219502 A CN 201510219502A CN 104947601 B CN104947601 B CN 104947601B
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Abstract
The invention discloses the main arch closure method of pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance, comprise the following steps：The abutment pier of cast both sides end bay, pours section after the pier top of abutment pier is reserved, arranges Temporary Piers between abutment pier and main pier；Toward the pre- deviator distance in one, span centre direction when making the end bay steel truss girder of side initially set up, simultaneously at the end bay steel truss girder abutment pier of both sides a pre- drop span from, when steel truss erection is to main pier, fixed side fixed-hinged support, interim fixed opposite side activity hinged-support, the first jack jacking steel truss girder is to the Temporary Piers that come to nothing；Lifting erecting steel truss girder lifts steel truss girder to main arch closure mouth, the first jack, realizes that main arch joins the two sections of a bridge, etc；The fixation to movable hinged-support is released, the first jack jacking steel truss girder to calibrated altitude is poured into a mould abutment pier, releases the first jack.The present invention makes main arch safety, accurate closure, reduces construction risk, saved the construction period in the case where uncomfortable rope, not integral translation main truss encircle.
Description
Technical field
The invention belongs to technical field of bridge construction, be related to a kind of three across hinged-support arch bridge main arch closure method, specifically
It is related to a kind of be directed to three across hinged-support arch bridges using drop in advance and pre- inclined end bay girder steel so as to the unstressed conjunction of the high accuracy of realizing main arch
The construction method of dragon.
Background technology
Steel truss arched bridge, structure and its stress sufficiently complex, main arch join the two sections of a bridge, etc when closure point many, influence factor is more, unstressed conjunction
Dragon construction is big with control difficulty.Current three across hinged-support Arch Bridge Constructions routine closure construction method is：Girder steel from end bay in across
Set up, to midspan closing, end bay is set up and supported using Temporary Piers, in across using the erection of free arm method, auxiliary is with Inclined cable-stayed
System controls main truss internal force, and when girder steel frame is to midspan closing mouth, then it is poor to adjust closure slip of the tongue.Across for great cantilever, braced arch due in
Amount of deflection is big, and closure mouth angular errors are big, is that adjustment closure slip of the tongue is poor, need to carry out two adjustment：(1) buckling and hanging system Cable is adjusted
To adjust closure mouth corner and vertical error, (2) move a certain distance to adjust closure mouth longitudinal direction toward span centre power by overall for girder steel
Error.Wherein (1) adjustment erection Suo Li will often increase Suo Li, increase risk, while the duration is greatly increased, (2)
Beam is integrally moved to girder steel during middle closure, now structure is steel truss arch+large-scale Inclined cable-stayed co-operative system, and structural system stress is again
Miscellaneous, resistance to overturning is weak, and the overall beam tonnage that moves is also big, and construction risk is big.
Therefore, it is necessary to be directed to the unstressed closing construction of such arch bridge main arch, research and develop a set of easy easily implementing, safety can
High-precision main arch closing construction technique is leaned on, while saving working procedure and duration, improve production efficiency, good economy is reached
Benefit.
Content of the invention
It is an object of the invention to solve at least the above and/or defect, and provide at least will be described later excellent
Point.
It is a still further object of the present invention to provide the main arch that pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance is closed
Imperial method, makes three across hinged-support arch bridges in the case where uncomfortable rope, not integral translation main truss encircle, makes main arch safety, accurate closure,
Reduce construction risk, saved the construction period, with operability is good, safe and reliable, good economy performance, application prospect good etc. excellent
Point.
In order to realize according to object of the present invention and further advantage, there is provided drop is pre- in advance for a kind of three across hinged-support arch bridges
The main arch closure method of inclined end bay steel truss girder, comprises the following steps：
Step one, the abutment pier of cast both sides end bay, pour section, after the pier top of the abutment pier is reserved on the main pier of side end bay
Fixed-hinged support is provided with, the main pier of opposite side end bay is provided with movable hinged-support, respectively in the abutment pier and the institute of both sides end bay
State arrangement Temporary Piers between main pier；
Step 2, on the abutment pier and the Temporary Piers set up end bay steel truss girder, make to be provided with the movable hinged-support
Toward the pre- deviator distance in one, span centre direction when the end bay steel truss girder of side initially sets up, while one at the end bay steel truss girder abutment pier of both sides
Individual pre- drop span is from when steel truss erection is to the main pier, being permanently fixed the fixed-hinged support, temporarily the fixed moveable hinge
Bearing, the steel truss girder by the first jack for being respectively provided at both sides on abutment pier vertically jacking both sides are described interim to coming to nothing
Pier；
Step 3, lifting erecting steel truss girder vertically lift both sides to main arch closure mouth by first jack
Steel truss girder, to realize vertical adjustment, realizes that main arch joins the two sections of a bridge, etc；
Fixation in step 4, releasing step 2 to the movable hinged-support, is vertically pushed up by first jack
The corresponding position of calibrated altitude of the steel truss girder to the abutment pier of both sides is risen, and the abutment pier of both sides end bay is poured into a mould to calibrated altitude, solution
Remove first jack.
Preferably, the main arch closure method of pre- inclined end bay steel truss girder, the work drop in three described across hinged-support arch bridges in advance
Dynamic hinged-support and the side across main pier between be provided with mirror steel plate, the movable hinged-support can be relative on the mirror steel plate
Slide.
Preferably, the main arch closure method of pre- inclined end bay steel truss girder, the mirror drop in three described across hinged-support arch bridges in advance
One end on the steel plate of face near end bay is provided with the dismountable temporary spacing device for limiting the moveable hinge bearing sliding.
Preferably, the main arch closure method of pre- inclined end bay steel truss girder, the work drop in three described across hinged-support arch bridges in advance
It is by arranging second in the movable hinged-support near span centre side that dynamic hinged-support relative can slide on the mirror steel plate
Jack promotes the movable hinged-support to realize.
Preferably, the main arch closure method of pre- inclined end bay steel truss girder drops in three described across hinged-support arch bridges in advance, in step
In two, the steel truss girder of both sides is come to nothing after the Temporary Piers completely, removes the Temporary Piers.
Preferably, the main arch closure method of pre- inclined end bay steel truss girder drops in three described across hinged-support arch bridges in advance, in step
In three, the lifting erection is set using girder erection crane cantilever mast-up while holding steel truss girder by setting up button tower and knotted rope
Realize.
The present invention at least includes following beneficial effect：
Firstth, good operability：During construction, reserved one section of abutment pier is not constructed, side fulcrum descending operation, the initial frame of end bay girder steel
If when be pre- partially a certain amount of, during main truss arch closure, it is not necessary to carry out overall adjust rope poor to adjust closure slip of the tongue, be also not required to large-tonnage
Overall shifting beam, easy to operate；
Secondth, safe and reliable：Because avoiding large-tonnage when main arch joins the two sections of a bridge, etc integrally moves beam, and is not required to be adjusted Suo Li,
Greatly reduce construction risk, it is ensured that structure monolithic stability security.Closure slip of the tongue difference is adjusted to minimum before closure,
Only have micro error in closure, unstressed closure can be achieved that by lifting side fulcrum.Safe and reliable；
3rd, good economy performance：Closure when, without increase Suo Li, on the one hand reduce main truss and button tower structure stress by
This saves the expense that main truss and button tower are reinforced, and on the other hand, saves the tune rustling sound time spent, greatlys save the duration, because
And good economy performance；
4th, good with prospect：As steel truss arch bridge has, profile is grand, span ability is big, bearing capacity is high
The advantages of, at present country's steel truss bowstring arch bridge is built more, and this kind of method can be widely used in big across steel truss hinged-support arch
In bridge construction, it is ensured that closure that bridge is unstressed.
Part is embodied by the further advantage of the present invention, target and feature by description below, and part will also be by this
The research and practice of invention and be understood by the person skilled in the art.
Description of the drawings
Fig. 1 is the of the present invention three facade layout drawings when main arch of hinged-support arch bridge joins the two sections of a bridge, etc；
Facade layout drawing when Fig. 2 is abutment pier erecting steel truss girder of the present invention；
Fig. 3 is the facade layout drawing of movable hinged-support of the present invention.
Specific embodiment
The present invention is described in further detail below in conjunction with the accompanying drawings, to make those skilled in the art with reference to specification text
Word can be implemented according to this.
As Figure 1-3, the present invention provides the main arch closure that pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance
Method, comprises the following steps：
Step one, the abutment pier 1 of cast both sides end bay, pour section, the main pier of side end bay after the pier top of the abutment pier 1 is reserved
2 are provided with fixed-hinged support 13, and the main pier 2 of opposite side end bay is provided with movable hinged-support 4, respectively on the side of both sides end bay
Temporary Piers 3 are arranged between pier 1 and the main pier 2；
Step 2, on the abutment pier 1 and the Temporary Piers 3, end bay steel truss girder 10 is set up, make to be provided with the activity hinged
Toward the pre- deviator distance 6 in one, span centre direction during the end bay 10 initial erection of steel truss girder of the side of seat 4, while both sides end bay steel truss girder
At 10 abutment piers, a pre- drop span when steel truss girder 10 sets up the main pier 2, is permanently fixed the fixed-hinged support 13, faces from 5
When fix the movable hinged-support 4, by the steel of the first jack for being respectively provided at both sides on abutment pier 1 vertically jacking both sides
Trusses 10 is to the Temporary Piers 3 that come to nothing；
Step 3, lifting erecting steel truss girder 10 vertically lift both sides to main arch closure mouth by first jack
Steel truss girder 10, to realize vertical adjustment, realize main arch join the two sections of a bridge, etc；
Fixation in step 4, releasing step 2 to the movable hinged-support 4, is vertically pushed up by first jack
The corresponding position of calibrated altitude of the steel truss girder 10 to the abutment pier 1 of both sides is risen, the abutment pier 1 for pouring into a mould both sides end bay is high to standard
Degree, releases first jack.
In above-mentioned technical proposal, for three across hinged-support arch bridges, it is hinged-support using the movable hinged-support 4 on main pier 2,
Girder steel can around movable hinged-support 4 freely rotate the characteristics of, when girder steel initially sets up abutment pier 1 reserved one section (pre- drop span from
5) do not construct, one section of height (dropping span in advance from 5) construction drops in side fulcrum in advance, lifts in advance certain high when can make girder steel frame to closure mouth
Degree, such that it is able to eliminate closure mouth corner and vertical error；Simultaneously be computed when girder steel initially sets up toward span centre pre- inclined one section away from
From (6 with a distance from pre- deviator) construction, longitudinal error amount during eliminating main truss arch closure.So in main truss arch closure, the girder steel discrepancy in elevation,
Corner and longitudinal error have been substantially eliminated, it is no longer necessary to be adjusted buckling and hanging system Suo Li and girder steel is moved integrally, only
Side fulcrum is lifted in closure, and pairing Longkou elevation and angular errors are finely adjusted.?
After main truss arch closure, then jacking side fulcrum is to designed elevation, completes remaining section abutment pier 1 and constructs.Relative to conventional three across hinged-support
In arch bridge closure construction method, when the method is initially set up by girder steel, the reserved one section of height of abutment pier 1 (the pre- span that drops is from 5) is not applied
Certain distance (the pre- span that drops is from 5) construction drops in work, side fulcrum in advance, while end bay girder steel is to pre- inclined certain distance (the pre- deviator of span centre
6) distance constructs, only by lifting side fulcrum pairing Longkou corner and vertical error minor adjustment during so as to joining the two sections of a bridge, etc, it is not necessary to enter
Row adjustment buckling and hanging system Suo Li and overall large-tonnage movement girder steel, enormously simplify main arch closing construction technique, reduce construction
Risk, has saved the construction period.
Wherein, the main arch closure method of pre- inclined end bay steel truss girder, the moveable hinge drop in three described across hinged-support arch bridges in advance
Bearing 4 and the side across main pier 2 between be provided with mirror steel plate 11, the movable hinged-support 4 can on the mirror steel plate 11
Relative slip.
Wherein, the main arch closure method of pre- inclined end bay steel truss girder, the minute surface steel drop in three described across hinged-support arch bridges in advance
The dismountable temporary spacing device 12 for limiting that the movable hinged-support 4 slides is provided with plate 11 near one end of end bay.
Wherein, the main arch closure method of pre- inclined end bay steel truss girder, the moveable hinge drop in three described across hinged-support arch bridges in advance
It is by arranging second in the movable hinged-support 4 near span centre side that bearing 4 relative can slide on the mirror steel plate 11
Jack promotes the movable hinged-support 4 to realize.When end bay steel truss girder initially sets up, toward the pre- offset distance of span centre from 6, to realize steel
Trusses longitudinally adjust；Distance 5 drops in steel truss girder side fulcrum in advance, to realize steel truss girder vertical adjustment.Pass through when steel truss roof beam structure is to main pier
Temporary spacing device 12 carries out temporary spacing, when main arch joins the two sections of a bridge, etc, it is not necessary to which carrying out the overall beam that moves to girder steel carries out longitudinally adjust, and
Steel truss steel is carried out using jack promotion activity hinged-support 4 also without adjustment Stayed-buckle Cable Forcess, it is only necessary to lift steel truss girder side
Point pairing Longkou is finely adjusted.Method is easy to be reliable, it is easy to control, strong operability, saves
Working procedure and duration is saved, improve production efficiency, economic advantages are obvious, with good application prospect.
Wherein, the main arch closure method of pre- inclined end bay steel truss girder drops in three described across hinged-support arch bridges in advance, in step 2,
The steel truss girder 10 of both sides is come to nothing after the Temporary Piers 3 completely, removes the Temporary Piers 3.Temporary Piers 3 be disposed to control side
Across the internal force of steel girder erection, and now support of the steel truss girder 10 under the support of abutment pier 1 and main pier 2 without the need for Temporary Piers 3, remove
?.
Wherein, the main arch closure method of pre- inclined end bay steel truss girder drops in three described across hinged-support arch bridges in advance, in step 3,
The lifting erection is set using 9 cantilever mast-up of girder erection crane while holding steel truss girder 10 by setting up button tower 8 and knotted rope 7
Realize.Start to set up mid-span steel girder, mid-span steel girder is set using 9 cantilever mast-up of girder erection crane, while setting up button tower 8, set up
Across the main arch pulling by of knotted rope 7, to control main arch internal force, mid-span steel girder is inserted into closure mouth, and lifting side fulcrum joins the two sections of a bridge, etc to main arch
Mouthful vertical and angular errors, make the unstressed closure of main arch.
Drop and the main arch closure method of pre- inclined end bay girder steel are mainly included the following steps that a kind of three across hinged-support arch bridge in advance：
Step one：Abutment pier, the construction of main pier；The preparations such as pier top arrangement, the construction of end bay Temporary Piers.
1st, abutment pier, the construction of main pier, abutment pier pier top are arranged.Fulcrum drop amount in advance in side is obtained according to theoretical calculation, abutment pier first is pre-
Stay a certain amount of do not construct, on abutment pier arrange Lifting Equipment；
2nd, main pier pier top arrangement, the pre- deviator of bearing in being obtained when main arch joins the two sections of a bridge, etc according to theoretical calculation analysis, movable hinged-support
Using lengthening mirror steel plate as sliding surface between supporting with the main pier that is located.
3rd, end bay Temporary Piers construction, temporary support pier arranged as needed by end bay, to control the internal force of end bay steel girder erection.
Step 2：Set up end bay steel truss girder.
(1) side fulcrum drop amount in advance, and the pre- deviator to span centre are drawn according to theoretical calculation, and side is set up on end bay support
Across steel truss girder.
(2), end bay steel girder erection is permanently fixed fixed-hinged support, temporary spacing activity hinged-support to main pier；
(3), jacking side fulcrum, come to nothing end bay Temporary Piers, makes end bay steel beam structure stress clear and definite.
Step 3：Mid-span steel girder sets up.
In holding, bearing is fixed, and free arm sets up mid-span steel girder, is control main truss internal force, and mid-span steel girder auxiliary is with oblique pull
Buckling and hanging system.
Step 4：Closure that main arch is unstressed
(1), continue to set up mid-span steel girder to the mouth that joins the two sections of a bridge, etc；
(2), actual measurement closure slip of the tongue is poor, including longitudinal and vertical error；
(3), poor according to closure slip of the tongue, side fulcrum is lifted, pairing Longkou longitudinal direction and angular errors are finely adjusted, and realize main arch
Unstressed closure.
Step 5：Jacking side fulcrum is to designed elevation
Longitudinal restraint in releasing activity activity hinged-support, jacking side fulcrum pour section to designed elevation after completing abutment pier 1
Construction.
Abutment pier, main pier, Temporary Piers construction finish (the wherein reserved H height of abutment pier is not constructed), and main pier bearing construction is finished, and is opened
Begin to set up end bay girder steel, when end bay girder steel initially sets up, side fulcrum drops in advance, and toward the pre- inclined horizontal range L construction of span centre.End bay steel
Into when main pier bearing, come to nothing erection end bay Temporary Piers, and it is spacing that main pier bearing carries out main pier using stopping means, starts frame
If mid-span steel girder, mid-span steel girder is set using girder erection crane cantilever mast-up, while setting up button tower, sets up knotted rope across main arch drawing by
Firmly, to control main arch internal force, mid-span steel girder is inserted into closure mouth, and lifting side fulcrum joins the two sections of a bridge, etc mouth vertically and angular errors to main arch,
The unstressed closure of main arch is made, after closure main arch, the main pier bearing of releasing is spacing, by side fulcrum jacking to designed elevation H, started follow-up
Construction.
(1), the main arch closure method of pre- inclined end bay girder steel drops in a kind of three across hinged-support arch bridges in advance, makes full use of three across hinged
The main pier bearing of seat arch bridge is the rotary feature of hinged-support, initially sets up toward the pre- inclined segment distance of span centre, side fulcrum in girder steel
Pre- drop certain altitude, so that move beam and adjustment Stayed-buckle Cable Forcess without overall large-tonnage when main arch joins the two sections of a bridge, etc to can achieve to make main arch high
Closure that precision is unstressed.
(2), during end bay steel girder erection, the reserved certain altitude H of abutment pier does not construct, and certain altitude, end bay steel drop in side fulcrum in advance
Toward the pre- inclined certain distance L construction of end bay when beam initially sets up.
(3), bearing is slip hinged-support, for alloing bearing slidably, needs to arrange one layer between bearing and node
Mirror steel plate, and temporary spacing device.
The present invention is a kind of method for the unstressed closure of three across hinged-support arch bridge main arch, meet overall move beam,
In the case of not being adjusted knotted rope, only main arch slip of the tongue difference of joining the two sections of a bridge, etc can be adjusted in place by lifting side fulcrum, realize that main arch is high-precision
Spend unstressed closure.Steel girder erection method according to the present invention includes side fulcrum drop and pre- inclined construction in advance, and main pier sliding hinge
In bearing, main pier base and bearing directly lengthen mirror steel plate sliding surface etc. for one.
Although embodiment of the present invention is disclosed as above, which is not restricted in specification and embodiment listed
With, it can be applied to various suitable the field of the invention completely, for those skilled in the art, can be easily
Other modification is realized, therefore under the universal limited without departing substantially from claim and equivalency range, the present invention is not limited
In specific details and shown here as the legend with description.
Claims (6)
1. the main arch closure method of pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridges in advance, it is characterised in that including following
Step：
Step one, the abutment pier of cast both sides end bay, pour section after the pier top of the abutment pier is reserved, and the main pier of side end bay is provided with
Fixed-hinged support, the main pier of opposite side end bay are provided with movable hinged-support, respectively in the abutment pier and the master of both sides end bay
Temporary Piers are arranged between pier；
Step 2, on the abutment pier and the Temporary Piers set up end bay steel truss girder, make the side for being provided with the movable hinged-support
End bay steel truss girder when initially setting up toward the pre- deviator distance in one, span centre direction, while at the end bay steel truss girder abutment pier of both sides one pre-
Drop span from, when steel truss erection is to the main pier, be permanently fixed the fixed-hinged support, the fixed activity is hinged temporarily
Seat, the steel truss girder by the first jack for being respectively provided at both sides on abutment pier vertically jacking both sides are described interim to coming to nothing
Pier；
Step 3, lifting erecting steel truss girder are to main arch closure mouth, the steel truss for vertically lifting both sides by first jack
Beam, to realize vertical adjustment, realizes that main arch joins the two sections of a bridge, etc；
Step 4, fixation to the movable hinged-support in step 2 is released, by first jack vertically jacking two
The corresponding position of the calibrated altitude of the steel truss girder of side to the abutment pier, pours into a mould the abutment pier of both sides end bay to calibrated altitude, releases institute
State the first jack.
2. the main arch closure method of pre- inclined end bay steel truss girder, its feature drop in as claimed in claim 1 three across hinged-support arch bridges in advance
Be, the movable hinged-support and the side across main pier between be provided with mirror steel plate, the movable hinged-support is in the minute surface
Relative can slide on steel plate.
3. the main arch closure method of pre- inclined end bay steel truss girder, its feature drop in as claimed in claim 2 three across hinged-support arch bridges in advance
It is, the one end on the mirror steel plate near end bay is provided with the dismountable temporary spacing for limiting the moveable hinge bearing sliding
Device.
4. the main arch closure method of pre- inclined end bay steel truss girder, its feature drop in as claimed in claim 3 three across hinged-support arch bridges in advance
Be, the movable hinged-support relative can slide on the mirror steel plate be by the movable hinged-support near span centre one
Side arranges the second jack and promotes the movable hinged-support to realize.
5. the main arch closure method of pre- inclined end bay steel truss girder, its feature drop in as claimed in claim 4 three across hinged-support arch bridges in advance
It is, in step 2, the steel truss girder of both sides is come to nothing after the Temporary Piers completely, removes the Temporary Piers.
6. the main arch closure method of pre- inclined end bay steel truss girder, its feature drop in as claimed in claim 5 three across hinged-support arch bridges in advance
It is, in step 3, the lifting erection is to adopt girder erection crane by setting up button tower and knotted rope while holding steel truss girder
Cantilever mast-up sets realization.
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| CN201510219502.8A CN104947601B (en) | 2015-04-29 | 2015-04-29 | The main arch closure method of pre- inclined end bay steel truss girder drops in a kind of three across hinged-support arch bridge in advance |
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| CN105648914B (en) * | 2015-12-30 | 2017-05-24 | 海波重型工程科技股份有限公司 | Construction method of middle-and-small-scale steel truss tied-arch bridge |
| CN105951609A (en) * | 2016-03-23 | 2016-09-21 | 中铁四局集团钢结构有限公司 | Wide span variable girder high continuous steel truss bridge cantilever erection mid-span closure construction method |
| CN105970836A (en) * | 2016-03-23 | 2016-09-28 | 中铁四局集团钢结构有限公司 | Method for erecting large-span lower chord variable truss high continuous steel trussed beam cantilever |
| CN105970830B (en) * | 2016-04-12 | 2017-11-10 | 中交第二航务工程局有限公司 | A kind of girder end bay closure construction method being used for reference to girder stayed-cable bridge |
| CN106638323B (en) * | 2016-12-30 | 2018-07-06 | 中铁二十三局集团第一工程有限公司 | A kind of bowstring arch bridge arch rib assembling and construction method |
| CN107938518A (en) * | 2017-11-21 | 2018-04-20 | 中铁四局集团钢结构建筑有限公司 | One kind is first turned across busy railway freely-supported steel truss girder translates erection construction method again |
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| CN110331666B (en) * | 2019-07-02 | 2021-02-26 | 武船重型工程股份有限公司 | Horizontal positioning adjustment method for high-altitude steel arch rib segment |
| CN113136803B (en) * | 2021-04-19 | 2022-09-27 | 中交第三公路工程局有限公司 | River-crossing steel truss bridge closure method |
| CN113255039B (en) * | 2021-05-26 | 2022-04-29 | 中铁大桥勘测设计院集团有限公司 | Method for determining main beam closure opening of steel truss girder cable-stayed suspension cable cooperation system bridge |
| CN114197330B (en) * | 2021-12-21 | 2024-04-16 | 中铁大桥局第七工程有限公司 | Active closure method for large-span steel truss arch |
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