CN103437299A - Construction method for one-time turning of large-span T-shaped single pier - Google Patents

Construction method for one-time turning of large-span T-shaped single pier Download PDF

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Publication number
CN103437299A
CN103437299A CN2013103756957A CN201310375695A CN103437299A CN 103437299 A CN103437299 A CN 103437299A CN 2013103756957 A CN2013103756957 A CN 2013103756957A CN 201310375695 A CN201310375695 A CN 201310375695A CN 103437299 A CN103437299 A CN 103437299A
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China
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construction
girder
turning
jack
pier
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CN2013103756957A
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Chinese (zh)
Inventor
宁继康
张军林
代华伟
姜攀
刘育鸿
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中铁十一局集团第三工程有限公司
中铁十一局集团有限公司
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Priority to CN2013103756957A priority Critical patent/CN103437299A/en
Publication of CN103437299A publication Critical patent/CN103437299A/en

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Abstract

The invention discloses a construction method for one-time turning of a large-span T-shaped single pier. The construction method is characterized in that the T-shaped main beam turns to a place at a time, the two ends of the turned T-shaped main beam directly fall to side pier supports, closure sections are not arranged, a jack is adopted to jack the beam twice for construction operation in the turning process, closure construction conducted above a spanned obstacle is avoided, schedule of construction is improved, construction processes are decreased, mutual interference among the processes is greatly reduced, and construction quality is ensured. Construction of all main beams can be conducted through one side of a special section, one-time turning to the place is achieved, and a new construction method and experience are provided for turning construction of bridges.

Description

Large job practices of once turning across T structure list pier
Technical field
The present invention relates to T structure Bridge Rotation Construction Technique method, especially a kind of for job practices that under MODEL OVER COMPLEX TOPOGRAPHY, large span, large-tonnage cast-in-situ T frame bridge list pier are once turned.
Background technology
Along with the development of Urban Rapid-Transport, more and more general with the track traffic of overhead form construction, cross at present existing road cast-in-situ prestress box beam construction technology comparative maturity Support Method, free cantilever casting method and the method for turning arranged.The method of turning is that cast-in-situ prestress box beam was crossed over the main line of communication job practicess comparatively commonly used such as railway in recent years, the traditional Construction Principle of the method is the constructure scheme of " symmetry after turning closure construction " again for adopting: first in the both sides of span line obstacle, adopt and hang or the construction of Cast-in-situ Beam section, form bottom and the superstructure of bridge, pre-buried Rotary ball hinge and traction steel hinge line in bearing platform construction, after meeting designing requirement and complete pre-stress construction etc. superstructure intensity, turned again, turn after putting in place and carry out the closure segment construction at span centre.The advantage of the method be beam section span when large jib-length can reduce half; Shortcoming is to carry out closure construction above the obstacle of crossing over, can not one-time-reach-place, need to job site all be set in the both sides of leaping over obstacles, and construction speed is slow, operation is many.
Although Bridge Rotation Construction Technique has played vital effect to leaping over obstacles under extreme terrain, but in practice, existing construction by swing needs symmetrical rotator construction and at beam section middle part, closure segment is set when leaping over obstacles or special location, show larger limitation, as the bridge symmetry is turned at special location span centre, can't carry out the aspects such as work high above the ground and there is certain difficulty arranging above the obstacle of closure segment.In order to improve construction speed, guarantee construction quality, need a kind of safe and reliable, large span, arm length, the single pier Bridge Rotation Construction Technique method put in place of once turning to meet the construction needs.
Summary of the invention
The objective of the invention is for improving existing Bridge Rotation Construction Technique method, avoid closure construction above the obstacle of crossing over, further improve construction speed and guarantee construction quality, propose a kind of job practices of once turning across T structure list pier greatly.
The technical solution used in the present invention is: the job practices of once turning across T structure list pier greatly, at first the turned construction casting of cushion cap, on the cushion cap of turning, Rotary ball hinge is installed, then it is cast-in-place that large sections carries out the beam section, form the T structure girder of complete cantilever segment length by wet seam construction tie-beam section, adopt temporary rest pier to support T structure girder two ends and prevent downwarp, control by jack back timber and synchronous control system to the trailer system of turning, realize that the balance of T structure girder turns, last erection support, build the support pinner, complete the full-bridge construction, it is characterized in that turning as once turning and put in place of described T structure girder, T structure girder two ends after turning directly fall within on the abutment pier bearing, do not establish closure segment, adopt twice anti-back timber section constructing operation of jack in rotator construction.
Twice anti-back timber section constructing operation of described jack is after T structure girder forms, the beam of first substituting synchronously, slowly on the temporary rest pier at girder two ends with jack, reach the full cantilever position of T structure girder, after turning and putting in place, again above two abutment piers with the jack back timber of substituting synchronously, slowly, after back timber puts in place by the Rotary ball hinge free state, so that stress seals hinge after average.
Described T structure girder marks the girder center of gravity by monitoring before turning, and determines the counterweight scheme, to meet the balanced rotation condition, and the standing monitoring of rear swivel structure that is disposed, monitoring time is greater than 2 hours.
Adopt the reserved pinner that supports at abutment pier Dun Ding in described T structure girder rotator construction, preventing from turning is difficult to put in place.
Twice anti-back timber section constructing operation of described jack, in girder falls the beam process, after needing the every decline 5cm of jack, standing 15min proceeds next stroke again, in girder back timber process, need jack often after upper top 5cm standing 15min proceed again next stroke.
Compared with prior art, beneficial effect of the present invention and characteristics are:
1) adopt and once turn and put in place across the cast-in-place rear single pier of beam section greatly, do not establish closure segment, adopt temporary rest pier to prevent the downwarp of cantilever after long, after having turned, in the method for abutment pier back timber, constructed, avoid closure construction above the obstacle of crossing over, improved construction speed, reduced working procedure, greatly reduce between operation, cause the phase mutual interference, guaranteed construction quality.This method utilizes special location one side can carry out whole main girder constructions, and once turns and put in place, for Bridge Rotation Construction Technique provides a kind of new job practices and experience.
2) adopt twice anti-back timber section constructing operation of jack in rotator construction, on beam section temporary rest pier, with jack, synchronously, slowly carry out the girder beam that falls, while preventing striking, the downwarp of beam body is developed at a too fast speed the beam weight is damaged; After turning successfully, take back timber to process, after back timber puts in place by the Rotary ball hinge free state so that stress is average, guaranteed reasonable stress, solved because beam section cantilever is long, under the cantilever position when turning, the problem that the two ends downwarp of beam section is larger.
The unbalanced weight of 3) turning in process for T structure girder, be difficult for quantizing, being difficult to the technical problem of accurately controlling, mark the girder center of gravity by monitoring before being turned, determine the counterweight scheme, form upright plane inner rotary member ball pivot, the point-supported balanced rotation system of spike two.
4) because bridge span is larger, for realizing fast and safe construction, the one-time-reach-place of turning, adopt the reserved pinner that supports at abutment pier Dun Ding, and preventing from turning is difficult to put in place.
5) because the working procedure controlling unit reduces, reduced the error caused by human factor; Reduce potential safety hazard, avoided constructing above leaping over obstacles, greatly reduced the impact on special location or obstacle, also reduced the potential safety hazard of special location and the construction of self high-altitude.Be applicable to the bridge construction that leaping over obstacles or obstacle top constructional difficulties or obstacle one side are difficult to the location such as construction beam body.
Job practices of the present invention is through being applied to the up grand bridge engineering in military yellow inter-city passenger rail Yu Jia gulf, total length 1680.065m, center mileage WSDK1+204.300; No. 22 Dun Shangkua capital, No. 20 pier~of up grand bridge, Yu Jia gulf is extensively both wired, with existing wire clamp angle be 28 °, adopt the firm structure beam of 2 * 115.8mT type once to cross over the wide upper and lower line in capital, the gross weight of turning 14500t, because of the wide up-downgoing in capital have a power failure simultaneously the impact huge, span centre can't arrange closure segment, adopts single pier once to turn and does not establish the job practices of closure segment.The scope of operation is narrow on construction ground, in the large situation of each work post operation phase mutual interference, completes the main girder construction process in 3 months, turns smoothly in advance.From effect, in the situation that improve programming, construction quality has obtained good control, and the development of bridge traffic is had to very large impetus.
The accompanying drawing explanation
Fig. 1 is the floor map of job practices of the present invention;
Fig. 2 is that the girder of the job practices of the present invention beam that falls is arranged schematic diagram;
Fig. 3 is the A-A schematic cross-section of Fig. 2;
Fig. 4 is the abutment pier temporary supporting arrangement diagram of job practices of the present invention;
Fig. 5 is the B-B schematic cross-section of Fig. 4;
Fig. 6 is that each beam section of the every 5cm of very heavy roof fall beam moves temporal evolution figure;
Fig. 7 be while falling beam top power with the beam change in displacement figure that falls;
Fig. 8 is the process chart of job practices of the present invention.
Number in the figure means respectively: 1-T structure girder, 2-abutment pier, 3-Rotary ball hinge, beam section center line before 4-turns, the beam section center line after 5-turns, 6-temporary rest pier, 7-monoblock punching block, the 8-jack, 9-concrete precast block, 10-i iron, the 11-jack, the 12-concrete precast block, 13-pinner, 14-ground.
The specific embodiment
As shown in Figure 1, large job practices of once turning across T structure list pier, at the turned construction casting of cushion cap of a side that needs span line obstacle or special location, Rotary ball hinge 3 is installed on the cushion cap of turning, then it is cast-in-place that large sections carries out the beam section, form the T structure girder 1 of complete cantilever segment length by wet seam construction tie-beam section, the two ends that adopt temporary rest pier 6 to support T structure girder 1 prevent downwarp, control by jack back timber and synchronous control system to the trailer system of turning, realize that the balance of T structure girder 1 turns, last erection support, build and support pinner 13, complete the full-bridge construction.Beam section center line 5 by the beam section center line 4 before turning shown in Fig. 1, after turning and the setting position of abutment pier 2, the complete basic status of T structure girder 1 being carried out to rotator construction that demonstrates.Turning as once turning and put in place of T structure girder 1 of the present invention, T structure girder 1 two ends after turning directly fall within on two abutment pier 2 bearings, do not establish closure segment.
The inventive method adopts jack to carry out anti-back timber section constructing operation twice in rotator construction, that is: after T structure girder 1 forms, the beam (seeing Fig. 2, Fig. 3) of first substituting synchronously, slowly on the temporary rest pier 6 at girder two ends with jack 8, reach the full cantilever position of T structure girder 1; After turning and putting in place, then above both sides abutment pier 2 with jack 11 back timber (seeing Fig. 4, Fig. 5) of substituting synchronously, slowly, after back timber puts in place by Rotary ball hinge 3 free states, so that stress seals hinge after average.
Below in conjunction with construction technology process shown in Fig. 8, embodiments of the present invention are further described:
As shown in Figure 8, construction technology process of the present invention mainly comprises: preparation of construction, pile foundation construction, bearing platform construction, pier construction, support are set up, and temporary rest pier is built, the beam section is cast-in-place, the wet seam of beam section connects, girder Luo Liang, Dan Dun turn, both sides abutment pier back timber, bearing is installed and pinner is built, fallen, and beam completes the full-bridge construction.
One, preparation of construction:
Because the rotating body beam construction plant is narrow, working procedure is various, and material is numerous, therefore in preparation of construction and construction organization, requires to make adequate preparation, and personnel and operation tissue are reasonable, in order to avoid cause the mutual interference of cross-operation phase, affect construction quality and programming.
Two, pile foundation, cushion cap and pier construction:
1. pile foundation construction adopts the Churn drill construction, full casing follow-up, crane lifting reinforcing cage, underwater grouting concrete.
2. bearing platform construction mainly comprises the lower rotary table construction of turning; Rotary ball hinge is installed; The top rotary table of turning construction.Wherein cushion cap is concrete builds, the installation of Rotary ball hinge, and the cushion cap monitoring, the envelope hinge waits the critical process that is construction, is to affect the key of turning smoothly.
3. the longitudinal centre line of main pier pier shaft is parallel to Business Line (as being parallel to existing railway), and after turning, the longitudinal centre line of main pier pier shaft goes to and is parallel to bridge central lines of track direction.The pier construction external mold adopts punching block, and pumping concrete is built.Because bridge is rigid frame bridge, pier shaft and the first sections are as a whole.
The abutment pier pier construction at twice, is first constructed for the first time to T structure side At The Height, builds not contour part for the second time after girder prestressed strand stretch-draw grouting sealing off and covering anchorage again.
Three, beam section construction (comprising that support is set up, temporary rest pier is built, the beam section is cast-in-place, the beam section wets, and seam connects):
Set up support along parallel existing railway direction, carry out the temporary rest pier pouring construction simultaneously.Beam section construction is pressed: the first beam section construct and stretch-draw after the second beam section of could constructing, the post tensioning of having constructed of the second beam section, the first beam section and the second beam section while construction period prefabricated third and fourth, five beam sections.
The second beam Duan Yu tri-beam sections, the 3rd beam Duan Yu tetra-beam sections, the 4th beam Duan Yu five beam sections adopt wet seam to connect, after wet seam connection construction completes, then integral tension girder prestressed strand, form beam length two cantilever girders of 231.6m altogether.
Four, single pier is once turned:
Once turning is the key of whole engineering method.Particularly, in the situation that T structure girder 1 cantilever is longer, the development of beam section amount of deflection can not be too fast, and beam need to blow slowly.
1. the girder beam (girder fall beam arrange to see Fig. 2, Fig. 3) that falls: when support is set up under web plate prefabricated section face mutually the upper summit of the reserved jack 8 in position, vertically apart from beam-ends 1.3m, laterally and T structure girder 1 web center-aligned; Jack 8 is positioned at i iron 10 tops.While falling beam, adopt jack 8 coordinate the common leading beam body of concrete precast blocks 9 slowly, synchronous, the average rate beam that falls.The concrete operations mode is: in the support demolishing process and after removing, jack 8 wouldn't be stressed, and concrete precast block 9 is as supporting.
When the beam that falls starts, four jack 8 slowly, synchronous, the average rate jack-up (being not more than 5mm) that makes progress, (prefabricated section is 25cm thickness to take out the block that the topmost height is 25cm when concrete precast block 9 is not stressed from prefabricated section, length and width are the C40 concrete piece of 60cm), then four jack 8 slowly, synchronous, average rate falls, after the concrete precast block pressurized, adjust jack 8 height, then adopt identical method, elder generation is slow, synchronous, average rate makes progress, and jack-up makes not pressurized of concrete precast block, and beam 25cm then falls; By that analogy, until the beam body reaches complete cantilever position.It should be noted that: for preventing excessive velocities, the stressed too fast generation of beam body crack, when we have contrasted each very heavy roof fall beam 5cm, each beam section moves over time, list each beam section of the every 5cm of very heavy roof fall beam and move temporal evolution situation (see figure 6), and while falling beam top power with the beam change in displacement (see figure 7) that falls, visible, this engineering beam section when 15min moves and tends to be steady, so after needing the every decline 5cm of jack, standing 15min proceeds next stroke again.
2. the operation of being turned: remove the support sandbox between upper and lower rotating disk, remove superfluous constraint; Check whether each crucial force part of swivel structure has crack and abnormal conditions comprehensively.Mark the center of gravity of T structure girder by monitoring, if centre-of gravity shift occurs, adopt counterweight, to meet the balanced rotation condition.The standing monitoring of rear swivel structure that is disposed, monitoring time is greater than 2 hours.
At lower cushion cap top layout turn equipment, instrument, the ground tackle of trailer system, connect the holding wire between console, pumping plant, jack, connect console, pumping plant power supply, connect oil circuit between pumping plant and jack equipment debugging is complete.
Make steel strand in order, the steel strand drag cable is penetrated to the 2500kN continuous jack after lead is walked around rotating disk, first with 1-5KN, pursue root to the steel strand pretension, guarantee that every steel strand are stressed evenly; Again under the 2MPa oil pressure to the whole pretension of these bundle steel strand, make to hold power with each root steel strand of a branch of drag cable basically identical, pretension should take symmetric mode to carry out.
Open master station and pumping plant power supply, start pumping plant, control two jack while application of forces with master station and turn.If can not rotate, impose the auxiliary pushing tow jack of preprepared and exert oneself simultaneously, start the bridge rotation to overcome super quiet frictional resistance, if can't start, stop preliminary operation, research is processed separately.
While turning, writing time and speed, compare and adjusted rotating speed according to measured result and result of calculation, carries out the test job of two significant datas.
Check whether balance and stability of swivel structure, fault-free is arranged, the crucial force part abnormal conditions such as cracking that whether deform.Occur if any abnormal conditions, stop preliminary operation, ascertain the reason and take the corresponding measure rectification to process the rear preliminary operation that continues.
As special circumstances, if the unbalanced phenomenon of T structure occurs in the process of turning, according to monitoring measurement group measurement, adopt suitable prestowage scheme, the on-the-spot weight of adjusting T structure two ends, make structure centre as far as possible and spindle central overlaps; If first can not normal starting, two of both sides 250t continuous type traction jack can meet the normal starting of turning fully under normal circumstances, simultaneously evenly afterburning by two boosting jack that have been in place, and structure is rotated.
When the rotation system during near precalculated position, rapidly two 2500KN jackscrew, shaped steel, steel plate are placed to symmetrically on boosting counter-force hole as stopping means, prevent from turning after putting in place and continue to move ahead.Stopping means is as the rotating unit micromatic setting.By observing plumb bob and the difference of lower cushion cap axis and the data that survey crew is measured that hang on upper cushion cap axis, adjust the pushing tow speed of boosting jack, adopt transit to proofread and correct case beam-ends head center line, commander's rotating unit is in place, and medium line error is not more than 15mm.After rotating unit is in place, utilize standby shaped steel, jackscrew, bquster that rotating disk is fixed, prevent that wind-force or other factors from causing that rotor is subjected to displacement.
3. back timber: after turning and finishing and complete accurate adjustment, abutment pier and beam section are processed, at the reserved pinner that supports of abutment pier Dun Ding, above two abutment piers---apart from below, beam-ends (the 5th beam section end) position, 1.6m place, respectively be symmetrical arranged two jack as back timber equipment.
Because gap at the bottom of beam and between pier stud is 1.4m (the high 1.205m of pinner, the high 0.2m of bearing), jack is applied with top power, and this working platform meets the operation of upper top.Position, upper top laterally with the girder web plate center-aligned, the upper top power below one-sided beam-ends twice web is 4600KN, full-bridge 4 * 2300KN, the large and small mileage beam-ends in upper top synchronously carries out, same beam-ends left and right side web synchronously carries out; Upper top power at the uniform velocity, slowly, synchronously apply.
After T structure girder 1 is turned and is put in place, utilize jack the beam-ends place apply vertical on top power, jack-up girder upwards, the back timber construction technology is contrary with the beam that falls, technological principle is identical, the absolute altitude rear erection support that puts in place.Concrete operation method is: be symmetrically distributed in four some positions of (apart from the about 1.6m of beam-ends) under web plate centered by main pier, and four jack 11 of jack-up in advance, jack 11 positions as shown in Figure 4, Figure 5, are positioned at the top of abutment pier 2.When a heights of roofs will reach the requirement of jack stroke, reach the same height of same jack at the position placement concrete precast block 12 that faces mutually with four jack 11 respectively, then jack 11 slowly, synchronous, average rate falls to making concrete precast block 12 bear top power, adjust jack 11 height, same slow, synchronous, average rate jack-up, until jack 11 strokes increase concrete precast block 12 height, finally reach the top lifting requirement.
When upper top, power reaches design load, observes beam-ends elevation of main girders and design elevation gap, strengthens construction monitoring simultaneously and conforms to design to guarantee elevation of main girders, take absolute altitude control as main, and it is auxiliary that upper top power is controlled.For convenience of bearing, install, after upper top power numerical value and beam-ends absolute altitude reach design load, many top 5mm more upwards.And, in advance in beam-ends position erection support (for preventing the bearing landing, in the web plate position, bearing being fixed), lay reinforcing bar and the position, reserved pinner hole of pinner 13.Employing can prevent from turning at the reserved support of abutment pier Dun Ding pinner and be difficult to put in place.
Should be noted, identical while with girder, falling beam, after pushing up 5cm on needs, standing 15min proceeds next stroke again, there are four positions on summit, jack is all arranged, one-sided two ends adopt synchronous jack, both sides jack up displacement deviation is not more than 5mm, note being positioned on ramp because of girder simultaneously, but due to the rear back timber that just carries out of turning, girder is positioned on steep gradient, and while turning, the high end in ramp can descend, cause the high low side of back timber top power inconsistent, need to carry out destressing and just can guarantee that the girder operation state is consistent with design.
Destressing: after back timber completes, the fixed measure of Rotary ball hinge is removed, bridge is free state, after standing two hours, observes jack load, and when the both sides load differs 3%, destressing completes, and starts the envelope hinge and fixes.
Five, the pinner construction is installed and supported to bearing: stretch-draw remains all longitudinal prestressing steel bundles, treat all prestressed strand stretch-draw, be in the milk complete, build the supporting pad stone concrete of abutment pier 2, concrete strength and modulus of elasticity reach erection support after design load, remove temporary supporting after the bearing installation in position, girder is supported on bearing, and upper top power is converted into the bearing support reaction, completes the full-bridge construction.

Claims (5)

1. a job practices of once turning across T structure list pier greatly, at first the turned construction casting of cushion cap, on the cushion cap of turning, Rotary ball hinge is installed, then it is cast-in-place that large sections carries out the beam section, form the T structure girder of complete cantilever segment length by wet seam construction tie-beam section, adopt temporary rest pier to support T structure girder two ends and prevent downwarp, control by jack back timber and synchronous control system to the trailer system of turning, realize that the balance of T structure girder turns, last erection support, build the support pinner, complete the full-bridge construction, it is characterized in that turning as once turning and put in place of described T structure girder, T structure girder two ends after turning directly fall within on the abutment pier bearing, do not establish closure segment, adopt twice anti-back timber section constructing operation of jack in rotator construction.
2. job practices of once turning across T structure list pier greatly according to claim 1, it is characterized in that twice anti-back timber section constructing operation of described jack is after T structure girder forms, the beam of first substituting synchronously, slowly on the temporary rest pier at girder two ends with jack, reach the full cantilever position of T structure girder, after turning and putting in place, again above two abutment piers with the jack back timber of substituting synchronously, slowly, after back timber puts in place by the Rotary ball hinge free state, so that stress seals hinge after average.
3. job practices of once turning across T structure list pier greatly according to claim 1, it is characterized in that marking the girder center of gravity by monitoring before described T structure girder is turned, determine the counterweight scheme, to meet the balanced rotation condition, the standing monitoring of rear swivel structure that is disposed, monitoring time is greater than 2 hours.
4. job practices of once turning across T structure list pier greatly according to claim 1, is characterized in that in described T structure girder rotator construction adopting the reserved pinner that supports at abutment pier Dun Ding, and preventing from turning is difficult to put in place.
5. job practices of once turning across T structure list pier greatly according to claim 2, it is characterized in that twice anti-back timber section constructing operation of described jack, in girder falls the beam process, after needing the every decline 5cm of jack, standing 15min proceeds next stroke again, in girder back timber process, need jack often after upper top 5cm standing 15min proceed again next stroke.
CN2013103756957A 2013-08-26 2013-08-26 Construction method for one-time turning of large-span T-shaped single pier CN103437299A (en)

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CN104452603A (en) * 2014-12-16 2015-03-25 中铁大桥局集团有限公司 Balance weighing structure and balance weighing method for horizontal rotating construction of box girder bridge
CN105442459A (en) * 2015-12-31 2016-03-30 中铁二十局集团第一工程有限公司 Swivel system for long-span continuous beam span existing station swivel construction and construction method
CN106223210A (en) * 2016-08-31 2016-12-14 李连秀 A kind of automatization's rotation swivel construction method and system that there is observing and controlling and certainly close up function
CN106836008A (en) * 2017-02-15 2017-06-13 许昌义 A kind of construction method of bridge balanced type vertical transfer
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CN108193604A (en) * 2017-11-28 2018-06-22 中交二航局第二工程有限公司 Ballasting method of weighing during box beam T structures balance swivel
CN108411792A (en) * 2017-12-06 2018-08-17 王阳光 Long span curve T structures bridge is without closure segment rotator construction spatial form control method
CN108487080A (en) * 2018-04-21 2018-09-04 中铁十七局集团第五工程有限公司 Super-span T-type rigid structure beam side earnestly supports pinner reversed construction method
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Cited By (15)

* Cited by examiner, † Cited by third party
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CN104328745A (en) * 2014-11-04 2015-02-04 中铁第四勘察设计院集团有限公司 Rotating device of small-span bridge across high-speed rail at small angle and construction method of rotating device
CN104328745B (en) * 2014-11-04 2016-04-13 中铁第四勘察设计院集团有限公司 Across the rotary body device of the little bridge beam of high ferro and construction method thereof on a kind of low-angle
CN104452603A (en) * 2014-12-16 2015-03-25 中铁大桥局集团有限公司 Balance weighing structure and balance weighing method for horizontal rotating construction of box girder bridge
CN104452603B (en) * 2014-12-16 2016-06-29 中铁大桥局集团有限公司 The balance weighing structure of a kind of box girder bridge Horizontal Swing Construction and method
CN105442459A (en) * 2015-12-31 2016-03-30 中铁二十局集团第一工程有限公司 Swivel system for long-span continuous beam span existing station swivel construction and construction method
CN105442459B (en) * 2015-12-31 2017-06-06 中铁二十局集团第一工程有限公司 Large-Span Continuous girder span building up station rotator construction rotor system and construction method
CN106223210A (en) * 2016-08-31 2016-12-14 李连秀 A kind of automatization's rotation swivel construction method and system that there is observing and controlling and certainly close up function
CN106836008A (en) * 2017-02-15 2017-06-13 许昌义 A kind of construction method of bridge balanced type vertical transfer
CN107165057A (en) * 2017-07-13 2017-09-15 中铁八局集团昆明铁路建设有限公司 A kind of high pier swivel T structures continuous beam continues casting method
CN108193604A (en) * 2017-11-28 2018-06-22 中交二航局第二工程有限公司 Ballasting method of weighing during box beam T structures balance swivel
CN108411792A (en) * 2017-12-06 2018-08-17 王阳光 Long span curve T structures bridge is without closure segment rotator construction spatial form control method
CN108487080A (en) * 2018-04-21 2018-09-04 中铁十七局集团第五工程有限公司 Super-span T-type rigid structure beam side earnestly supports pinner reversed construction method
CN108487080B (en) * 2018-04-21 2019-07-26 中铁十七局集团第五工程有限公司 Super-span T-type rigid structure beam side earnestly supports pinner reversed construction method
CN109487704A (en) * 2018-10-29 2019-03-19 中国建筑第六工程局有限公司 A kind of secondary rotation swivel construction method of horizontal swing bridge
CN109487704B (en) * 2018-10-29 2020-09-29 中建桥梁有限公司 Secondary rotation construction method for horizontal rotation bridge

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