CN104947601A - Method for main arch closure of three-span hinged arch bridges by adoption of pre-descended and pre-deflected side-span steel trusses - Google Patents
Method for main arch closure of three-span hinged arch bridges by adoption of pre-descended and pre-deflected side-span steel trusses Download PDFInfo
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Abstract
The invention discloses a method for main arch closure of three-span hinged arch bridges by adoption of pre-descended and pre-deflected side-span steel trusses. The method includes the steps: pouring side piers of two side spans, reserving post-pouring sections at the top of the side piers, and arranging temporary piers between each side pier and a main pier; enabling one side span steel truss to deflect towards a midspan direction by a pre-deviation distance in initial erection, enabling the two side span steel trusses to descend at the positions of the side piers by a pre-descending distance, and when the steel trusses are erected to the main pier, fixing fixed hinge supports on one side while temporarily fixing movable hinge supports on the other side, and adopting a first jack to jack the steel trusses to separate from the temporary piers; hoisting and erecting the steel trusses to a main arch closure position, and enabling the first jack to jack the steel trusses so as to realize main arch closure; unfixing the movable hinge supports, enabling the first jack to jack the steel trusses to a standard height, pouring the side piers, and freeing the first jack. The method has the advantages that safety and precision in main arch closure are achieved without adjustment of cables or monolithic movement of main truss arches, and accordingly construction risks are reduced while construction period is shortened.
Description
Technical field
The invention belongs to technical field of bridge construction, relate to a kind of three across the main arch closure method of hinged-support arch bridge, be specifically related to a kind of employing across hinged-support arch bridge for three and fall in advance and pre-end bay girder steel partially thus realize the construction method of the unstressed closure of high accuracy of main arch.
Background technology
Steel truss arched bridge, structure and stressed very complicated, during main arch closure, closure point is many, and influence factor is many, and unstressed closing construction is with to control difficulty large.Current three across the conventional closure construction method of hinged-support Arch Bridge Construction are: girder steel by end bay in across erection, to midspan closing, end bay erection adopts Temporary Piers to support, in across the erection of employing free arm method, auxiliary with erection control main truss internal force, when girder steel frame is to midspan closing mouth, then adjustment closure slip of the tongue is poor.Due in across being great cantilever, braced arch amount of deflection is large, closure mouth angular errors is large, for adjustment closure slip of the tongue is poor, two adjustment need be carried out: (1) adjustment buckling and hanging system Cable power is to adjust closure mouth corner and vertical error, and (2) move a certain distance to adjust closure mouth longitudinal error toward span centre by overall for girder steel.Wherein (1) adjustment erection Suo Li often will increase Suo Li, increase risk, greatly increase the duration simultaneously, (2) during closure, beam is moved to girder steel entirety in, now structure is steel braced arch+large-scale Inclined cable-stayed co-operative system, the stressed complexity of structural system, and resistance to overturning is weak, and entirety moves beam tonnage also greatly, construction risk is large.
Therefore, be necessary for the unstressed closing construction of this type of arch bridge main arch, research and develop a set of easy easy enforcement, safe and reliable high-precision main arch closing construction technique, save working procedure and duration simultaneously, enhance productivity, reach good economic benefit.
Summary of the invention
An object of the present invention is to solve at least the problems referred to above and/or defect, and the advantage will illustrated at least is below provided.
A further object of the invention is to provide a kind of three to fall pre-end bay steel truss girder partially in advance main arch closure method across hinged-support arch bridge, make three across hinged-support arch bridge when uncomfortable rope, not integral translation main truss arch, make main arch safety, accurately join the two sections of a bridge, etc, reduce construction risk, save the construction period, there is the advantages such as operability is good, safe and reliable, good economy performance, application prospect are good.
In order to realize according to these objects of the present invention and other advantage, provide a kind of three to fall pre-end bay steel truss girder partially in advance main arch closure method across hinged-support arch bridge, comprising the following steps:
Step one, cast dual-side across abutment pier, the section of watering after the Dun Ding of described abutment pier is reserved, the main pier of side end bay is provided with fixed-hinged support, and the main pier of opposite side end bay is provided with moveable hinge bearing, respectively dual-side across described abutment pier and described main pier between arrange Temporary Piers;
Step 2, on described abutment pier and described Temporary Piers, set up end bay steel truss girder, when the end bay steel truss girder of the side being provided with described moveable hinge bearing is initially set up toward span centre direction a pre-deviator distance, simultaneously dual-side across one, steel truss girder abutment pier place fall in advance span from, when steel truss girder sets up described main pier, be permanently fixed described fixed-hinged support, temporary fixed described moveable hinge bearing, by being separately positioned on the steel truss girder of the first jack on the abutment pier of both sides vertically jacking both sides to the described Temporary Piers that comes to nothing;
Step 3, lifting erecting steel truss girder to main arch join the two sections of a bridge, etc mouth, are vertically elevated the steel truss girder of both sides by described first jack, to realize vertical adjustment, realize main arch closure;
Fixing described moveable hinge bearing in step 4, releasing step 2, by the steel truss girder of described first jack vertically jacking both sides to position corresponding to the calibrated altitude of described abutment pier, cast dual-side across abutment pier to calibrated altitude, remove described first jack.
Preferably, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, described moveable hinge bearing and this side across main pier between be provided with mirror steel plate, described moveable hinge bearing can relative sliding on described mirror steel plate.
Preferably, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, described mirror steel plate are provided with the dismountable temporary spacing device limiting described moveable hinge bearing sliding near one end of end bay.
Preferably, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, and described moveable hinge bearing can promote the realization of described moveable hinge bearing by arranging the second jack at described moveable hinge bearing near span centre side by relative sliding on described mirror steel plate.
Preferably, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, and in step 2, the steel truss girder of both sides comes to nothing after described Temporary Piers completely, removes described Temporary Piers.
Preferably, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, in step 3, adopt girder erection crane cantilever crane to shelve and establish realization while that described lifting erection being and holding steel truss girder by erection button tower and knotted rope.
The present invention at least comprises following beneficial effect:
The first, good operability: during construction, reserved one section of abutment pier is not constructed, limit fulcrum descending operation, pre-partially a certain amount of when end bay girder steel initially sets up, during the closure of main truss arch, do not need to carry out entirety and adjust rope to adjust to join the two sections of a bridge, etc slip of the tongue poor, large-tonnage entirety is not needed to move beam yet, easy to operate;
The second, safe and reliable: because large-tonnage entirety moves beam when avoiding main arch closure, and not need to carry out adjustment Suo Li, greatly reduce construction risk, ensure that structural entity stability and safety.Before closure, namely closure slip of the tongue difference being adjusted to minimum, only having micro-error when joining the two sections of a bridge, etc, just can realize unstressed closure by lifting limit fulcrum.Safe and reliable;
Three, good economy performance: when joining the two sections of a bridge, etc, need not add hawser power, reduces main truss and the stressed expense that thereby saving main truss and reinforce with button tower of button tower structure on the one hand, on the other hand, saves and adjust the rustling sound time spent, greatly save the duration, thus good economy performance;
Four, use prospect good: profile is grand, span ability large, supporting capacity advantages of higher because steel truss arch bridge has, current domestic steel truss bowstring arch bridge is built more, this kind of method can be widely used in large across in steel truss hinged-support Arch Bridge Construction, guarantees the unstressed closure of bridge.
Part is embodied by explanation below by other advantage of the present invention, target and feature, part also will by research and practice of the present invention by those skilled in the art is understood.
Accompanying drawing explanation
Fig. 1 be of the present invention three across hinged-support arch bridge main arch closure time facade arrangement diagram;
Facade arrangement diagram when Fig. 2 is abutment pier erecting steel truss girder of the present invention;
Fig. 3 is the facade arrangement diagram of moveable hinge bearing of the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail, can implement according to this with reference to manual word to make those skilled in the art.
As Figure 1-3, the invention provides a kind of three to fall pre-end bay steel truss girder partially in advance main arch closure method across hinged-support arch bridge, comprise the following steps:
Step one, cast dual-side across abutment pier 1, the section of watering after the Dun Ding of described abutment pier 1 is reserved, the main pier 2 of side end bay is provided with fixed-hinged support 13, and the main pier 2 of opposite side end bay is provided with moveable hinge bearing 4, respectively dual-side across described abutment pier 1 and described main pier 2 between arrange Temporary Piers 3;
Step 2, on described abutment pier 1 and described Temporary Piers 3, set up end bay steel truss girder 10, make the end bay steel truss girder 10 of the side being provided with described moveable hinge bearing 4 initially erection time toward span centre direction a pre-deviator distance 6, dual-side falls span from 5 in advance across one, steel truss girder 10 abutment pier place simultaneously, when steel truss girder 10 sets up described main pier 2, be permanently fixed described fixed-hinged support 13, temporary fixed described moveable hinge bearing 4, by being separately positioned on the steel truss girder 10 of the first jack on both sides abutment pier 1 vertically jacking both sides to the described Temporary Piers 3 that comes to nothing;
Step 3, lifting erecting steel truss girder 10 to main arch closure mouth, be vertically elevated the steel truss girder 10 of both sides, to realize vertical adjustment, realize main arch closure by described first jack;
Fixing described moveable hinge bearing 4 in step 4, releasing step 2, by the steel truss girder 10 of described first jack vertically jacking both sides to position corresponding to the calibrated altitude of described abutment pier 1, cast dual-side across abutment pier 1 to calibrated altitude, remove described first jack.
In technique scheme, for three across hinged-support arch bridge, the moveable hinge bearing 4 on main pier 2 is utilized to be hinged-support, the feature that girder steel freely can rotate around moveable hinge bearing 4, when girder steel initially sets up, abutment pier 1 reserved a section (falling span in advance from 5) is not constructed, one section of height (falling span in advance from 5) construction falls in limit fulcrum in advance, girder steel frame can be made to lift certain altitude in advance to during closure mouth, thus can eliminate closure mouth corner and vertical error; Toward a span centre inclined segment distance (pre-deviator distance 6) construction in advance simultaneously when girder steel initially sets up as calculated, to eliminate longitudinal error amount when main truss arch joins the two sections of a bridge, etc.Like this when the closure of main truss arch, the girder steel discrepancy in elevation, corner and longitudinal error are all eliminated substantially, no longer need carry out adjustment buckling and hanging system Suo Li and move integrally girder steel, the only lifting limit fulcrum when joining the two sections of a bridge, etc, involutory Longkou elevation and angular errors carry out fine setting and can realize main truss and encircle unstressed closure.After the closure of main truss arch, then jacking limit fulcrum is to design elevation, completes residue section abutment pier 1 and constructs.Relative to conventional three across in hinged-support arch bridge closure construction method, when the method is initially set up by girder steel, the reserved one section of height (falling span in advance from 5) of abutment pier 1 is not constructed, certain distance (falling span in advance from 5) construction falls in limit fulcrum in advance, end bay girder steel is to the pre-certain distance partially of span centre (pre-deviator distance 6) construction simultaneously, thus by means of only lifting limit fulcrum involutory Longkou corner and the small adjustment of vertical error during closure, do not need to carry out adjustment buckling and hanging system Suo Li and overall large-tonnage moves girder steel, enormously simplify main arch closing construction technique, reduce construction risk, save the construction period.
Wherein, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, described moveable hinge bearing 4 and this side across main pier 2 between be provided with mirror steel plate 11, described moveable hinge bearing 4 can relative sliding on described mirror steel plate 11.
Wherein, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, described mirror steel plate 11 are provided with the dismountable temporary spacing device 12 limiting described moveable hinge bearing 4 and slide near one end of end bay.
Wherein, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, and described moveable hinge bearing 4 can promote the realization of described moveable hinge bearing 4 by arranging the second jack at described moveable hinge bearing 4 near span centre side by relative sliding on described mirror steel plate 11.When end bay steel truss girder initially sets up, toward the pre-offset distance of span centre from 6, longitudinally regulate to realize steel truss girder; Distance 5 falls in steel truss girder limit fulcrum in advance, to realize steel truss girder vertical adjustment.Steel truss girder frame carries out temporary spacing to during main pier by temporary spacing device 12, during main arch closure, do not need to carry out entirety to girder steel to move beam and carry out longitudinal adjustment, and do not need adjustment Stayed-buckle Cable Forces to utilize jack to promote moveable hinge bearing 4 to carry out steel purlin steel yet, only need the lifting involutory Longkou of fulcrum, steel truss girder limit to carry out fine setting and can realize main truss and encircle unstressed closure.Method is reliably easy, is easy to control, and strong operability is saved working procedure and duration, enhanced productivity, and economic advantages are obvious, have good application prospect.
Wherein, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, and in step 2, the steel truss girder 10 of both sides comes to nothing after described Temporary Piers 3 completely, removes described Temporary Piers 3.The setting of Temporary Piers 3 is the internal force in order to control end bay steel girder erection, and now steel truss girder 10 under the support of abutment pier 1 and main pier 2 without the need to the support of Temporary Piers 3, remove.
Wherein, described three fall the main arch closure method of pre-end bay steel truss girder partially in advance across hinged-support arch bridge, in step 3, described lifting erection be hold steel truss girder 10 by erection button tower 8 and knotted rope 7 while adopt girder erection crane 9 cantilever crane to shelve to establish realization.Start to set up mid-span steel girder, mid-span steel girder adopts girder erection crane 9 cantilever crane to shelve and establishes, erection button tower 8 simultaneously, erection knotted rope 7 is held across main arch in inciting somebody to action, to control main arch internal force, mid-span steel girder is inserted into closure mouth, and lifting limit fulcrum is vertical and angular errors to main arch closure mouth, makes the unstressed closure of main arch.
A kind of three to fall in advance across hinged-support arch bridge and the main arch closure method of pre-end bay girder steel partially mainly comprises the following steps:
Step one: abutment pier, main pier are constructed; The preparations such as Dun Ding layout, the construction of end bay Temporary Piers.
1, abutment pier, the construction of main pier, abutment pier Dun Ding arranges.Obtain the limit fulcrum amount of falling in advance according to theory calculate, first abutment pier is reserved and a certain amount ofly not to be constructed, and abutment pier arranges Lifting Equipment;
2, main Dun Dunding arranges, obtains the pre-deviator of bearing in when main arch joins the two sections of a bridge, etc, adopt and lengthen mirror steel plate as slide plane between the main pier of moveable hinge bearing and place supports according to theoretical calculation analysis.
3, end bay Temporary Piers construction, temporary support pier arranged as required by end bay, to control the internal force of end bay steel girder erection.
Step 2: erection end bay steel truss girder.
(1), according to theory calculate draw the limit fulcrum amount of falling in advance, and to the pre-deviator of span centre, end bay support sets up end bay steel truss girder.
(2), end bay steel girder erection to main pier, be permanently fixed fixed-hinged support, temporary spacing moveable hinge bearing;
(3), jacking limit fulcrum, come to nothing end bay Temporary Piers, makes end bay steel beam structure clearly stressed.
Step 3: mid-span steel girder sets up.
In maintenance, bearing is fixed, free arm erection mid-span steel girder, and for controlling main truss internal force, mid-span steel girder is auxiliary with erection.
Step 4: closure that main arch is unstressed
(1) erection mid-span steel girder, is continued to the mouth that joins the two sections of a bridge, etc;
(2), actual measurement closure slip of the tongue poor, comprise longitudinal and vertical error;
(3), according to joining the two sections of a bridge, etc slip of the tongue is poor, and lifting limit fulcrum, involutory Longkou longitudinal direction and angular errors are finely tuned, and realize the unstressed closure of main arch.
Step 5: jacking limit fulcrum is to design elevation
Longitudinal restraint in releasing activity moveable hinge bearing, jacking limit fulcrum, to design elevation, completes the construction of the section of watering after abutment pier 1.
Abutment pier, main pier, Temporary Piers construction complete (wherein abutment pier reserve H highly do not construct), main pier bearing construction is complete, and start to set up end bay girder steel, when end bay girder steel initially sets up, limit fulcrum falls in advance, and toward span centre pre-horizontal range L partially construction.End bay steel girder erection in across main pier bearing time, come to nothing end bay Temporary Piers, it is spacing that main pier bearing utilizes stopping means to carry out main pier, start to set up mid-span steel girder, mid-span steel girder adopts girder erection crane cantilever crane to shelve and establishes, erection button tower simultaneously, erection knotted rope is held across main arch in inciting somebody to action, and to control main arch internal force, mid-span steel girder is inserted into closure mouth, lifting limit fulcrum is vertical and angular errors to main arch closure mouth, make the unstressed closure of main arch, after closure main arch, remove main pier bearing spacing, by limit fulcrum jacking to design elevation H, start subsequent construction.
(1), a kind of three main arch closure methods falling pre-end bay girder steel partially across hinged-support arch bridge in advance, making full use of three across hinged-support arch bridge main pier bearing is the rotary feature of hinged-support, initially set up toward a span centre inclined segment distance in advance at girder steel, limit fulcrum falls certain altitude in advance, thus when main arch is joined the two sections of a bridge, etc need not overall large-tonnage move beam and adjustment Stayed-buckle Cable Forces can realize making the unstressed closure of main arch high accuracy.
(2), end bay steel girder erection time, abutment pier is reserved certain altitude H and is not constructed, and limit fulcrum falls certain altitude in advance, toward the construction of end bay pre-certain distance L partially when end bay girder steel initially sets up.
(3), bearing is sliding hinge bearing, for making bearing be free to slide, needs to arrange one deck mirror steel plate between bearing and node, and temporary spacing device.
The present invention be a kind of for three across the method for the unstressed closure of hinged-support arch bridge main arch, meet when not overallly moving beam, not carrying out adjustment knotted rope, be only elevated limit fulcrum slip of the tongue difference of main arch can being joined the two sections of a bridge, etc and adjust to the right place, realize the unstressed closure of main arch high accuracy.The steel girder erection method that the present invention relates to comprises limit fulcrum and falls in advance and pre-construction partially, and in main pier sliding hinge bearing, main pier base and bearing are directly a lengthening mirror steel plate slide plane etc.
Although embodiment of the present invention are open as above, but it is not restricted to listed in manual and embodiment utilization, it can be applied to various applicable the field of the invention completely, for those skilled in the art, can easily realize other amendment, therefore do not deviating under the universal that claim and equivalency range limit, the present invention is not limited to specific details and illustrates here and the legend described.
Claims (6)
1. the three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, is characterized in that, comprise the following steps:
Step one, cast dual-side across abutment pier, the section of watering after the Dun Ding of described abutment pier is reserved, the main pier of side end bay is provided with fixed-hinged support, and the main pier of opposite side end bay is provided with moveable hinge bearing, respectively dual-side across described abutment pier and described main pier between arrange Temporary Piers;
Step 2, on described abutment pier and described Temporary Piers, set up end bay steel truss girder, when the end bay steel truss girder of the side being provided with described moveable hinge bearing is initially set up toward span centre direction a pre-deviator distance, simultaneously dual-side across one, steel truss girder abutment pier place fall in advance span from, when steel truss girder sets up described main pier, be permanently fixed described fixed-hinged support, temporary fixed described moveable hinge bearing, by being separately positioned on the steel truss girder of the first jack on the abutment pier of both sides vertically jacking both sides to the described Temporary Piers that comes to nothing;
Step 3, lifting erecting steel truss girder to main arch join the two sections of a bridge, etc mouth, are vertically elevated the steel truss girder of both sides by described first jack, to realize vertical adjustment, realize main arch closure;
Fixing described moveable hinge bearing in step 4, releasing step 2, by the steel truss girder of described first jack vertically jacking both sides to position corresponding to the calibrated altitude of described abutment pier, cast dual-side across abutment pier to calibrated altitude, remove described first jack.
2. the as claimed in claim 1 three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, it is characterized in that, described moveable hinge bearing and this side across main pier between be provided with mirror steel plate, described moveable hinge bearing can relative sliding on described mirror steel plate.
3. the as claimed in claim 2 three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, is characterized in that, described mirror steel plate is provided with the dismountable temporary spacing device limiting described moveable hinge bearing sliding near one end of end bay.
4. the as claimed in claim 3 three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, it is characterized in that, described moveable hinge bearing can promote the realization of described moveable hinge bearing by arranging the second jack at described moveable hinge bearing near span centre side by relative sliding on described mirror steel plate.
5. the as claimed in claim 4 three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, is characterized in that, in step 2, the steel truss girder of both sides comes to nothing after described Temporary Piers completely, removes described Temporary Piers.
6. the as claimed in claim 5 three main arch closure methods falling pre-end bay steel truss girder partially across hinged-support arch bridge in advance, it is characterized in that, in step 3, adopt girder erection crane cantilever crane to shelve the while that described lifting erection being and holding steel truss girder by erection button tower and knotted rope and establish realization.
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