CN106836020A - A kind of method for correcting error for runing high-speed railway bridge - Google Patents
A kind of method for correcting error for runing high-speed railway bridge Download PDFInfo
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- CN106836020A CN106836020A CN201611245442.8A CN201611245442A CN106836020A CN 106836020 A CN106836020 A CN 106836020A CN 201611245442 A CN201611245442 A CN 201611245442A CN 106836020 A CN106836020 A CN 106836020A
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- jack
- track girder
- vertical jack
- fixed
- upper bracket
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
Abstract
The present invention relates to ballastless track of high-speed railway structure repair technical field, in particular to a kind of method for correcting error for runing high-speed railway bridge.Vertical jack is installed between track girder and bridge pier, bearing is set to be released with the anchor pole on track girder, vertical jack pushing tow track girder rises, horizontal jack is installed between adjacent vertical jack, applying lateral thrust by horizontal jack pair track girder forces track girder to complete lateral displacement adjustment, bolt hole in adjustment upper bracket plate makes it corresponding with the pre-embedded steel slab after movement, and releasing vertical jack falls track girder after rise, releases the correction adjustment that horizontal jack completes track girder.It is of the invention correction regulation operation it is simply efficient, can be good at complete high speed railway track beam regulation construction, operation take it is short, using track run the skylight phase quickly carry out, the normal operation of railway is not interfered with, with great promotional value.
Description
Technical field
The present invention relates to ballastless track of high-speed railway structure repair technical field, in particular to one kind for runing high-speed iron
The method for correcting error of road and bridge beam.
Background technology
At present, the high-speed railway of China has substantially built the general layout for forming four vertical four horizontal strokes.Use based on non-fragment orbit
The small advantage of long lifespan, good endurance, maintenance load, the high-speed railway of China generally uses ballastless track structure.In order to protect
The comfortableness and security of high-speed railway are demonstrate,proved, the ride comfort requirement to track line style is high, and deviation slightly will influence train
Stationarity during operation, or even threaten the operation security of train.And bridge pier one side preloading, excavation of foundation pit or late maintaining
The engineering activities such as maintenance asymmetric Construction may cause bridge to offset, and non-fragment orbit transversely deforming is transfinited, and destroy track structure
Ride comfort, need in time administer reparation.
The ballastless track structure of high-speed railway is different from conventional railway track structure, and the ballastless track structure of traditional railway leads to
Often including railway roadbed, sleeper and rail etc., there is track deviation, it is only necessary to complete entangling for track by adjusting railway roadbed and sleeper
Partially, simple and fast.But the non-fragment orbit of high-speed railway is because of the particularity of its structure, it is impossible to using the correction of traditional non-fragment orbit
Method.
The ballastless track bridge of high-speed railway is provided with four pot bearings on pier stud, and pot bearing is High-speed Railway Bridges
Conventional bearing in beam, its structure are as shown in figure 1, be from top to bottom followed successively by pre-embedded steel slab 9.1, upper bracket plate 9.2, stainless steel steel
Plate 9.3, polyfluortetraethylene plate 9.4, middle lined steel plate 9.5, pressure-bearing rubber plate 9.6 and lower support plate 9.7, wherein, pre-embedded steel slab
9.1 are directly poured when beam body is poured and are embedded on the lower surface of beam body, and screw, upper bracket plate are provided with pre-embedded steel slab 9.1
Corresponding bolt hole is provided with 9.2, anchor pole 9.10 is equipped with bolt hole, upper bracket plate 9.2 is by being embedded in beam body lower end
Anchor pole 9.10 on face is fixedly connected through bolt hole and screw with pre-embedded steel slab 9.1, and upper bracket plate 9.2 is by being screwed in anchor pole
Being bolted on pre-embedded steel slab 9.1 on 9.10.Upper bracket plate 9.2 is the weight that steel plate is used to carry beam body, its thickness
Relevant with beam body weight, stainless-steel sheet 9.3 is welded on the lower surface of upper bracket plate 9.2, and the lower surface of stainless-steel sheet 9.3 is
Smooth, in order to reduce the frictional force with undersetting structure, stainless-steel sheet 9.3 is supported on the upper surface of polyfluortetraethylene plate 9.4,
Slided by a small amount of displacement being slidably connected to meet beam body and pier stud of stainless-steel sheet 9.3 and polyfluortetraethylene plate 9.4.It is poly-
Tetrafluoroethene plate 9.4 is embedded in the upper recess of middle lined steel plate 9.5, and the lower surface of middle lined steel plate 9.5 is provided with downwards
Raised boss, the upper surface of lower support plate 9.7 is fastened on by boss, the structure for forming a fixed connection, middle lined steel plate 9.5
The outside of polyfluortetraethylene plate 9.4 is provided with sealing ring 9.8 and brass lock ring circle 9.9.In addition, the upper end of lower support plate 9.7
Face is provided with the pelvic cavity structure to lower recess, and rubber bearing plate 9.6, the lower end boss of middle lined steel plate 9.5 are provided with pelvic cavity
It is also to be fastened in pelvic cavity, such structure can rotated to a certain degree, beam body is rotated to a certain extent,
Beam body is avoided to occur damaging.
Lower support plate 9.7 is fixed on the pinner of pier stud top surface, and beam body and pier stud form the fixed of stabilization and connect by bearing
Binding structure.Under this configuration, because beam body, bridge pier and bearing three (can only carry out small range to be fixedly connected inside bearing
Interior movement), the destruction of bearing can undoubtedly directly be caused to beam body applying lateral thrust in the case where bearing is not removed, and tear open
The operation of railway can be had a strong impact on except bearing carries out correction adjustment to bridge beam body.In addition, bridge beam body is seated on bridge pier, it is
Hanging structure, and pier top working space is limited, dismounting bearing carries out the method task difficulty of beam body correction greatly, high degree shadow
Ring the carrying out of bridge correction operation.
The content of the invention
Present invention aim to the high-speed railway bridge correction in the prior art that solves to be mentioned in above-mentioned background technology
Operating type difficulty is very big, have a strong impact on the problem of railway operation, there is provided a kind of correction side for runing high-speed railway bridge
Method.
The technical scheme is that：A kind of method for correcting error for runing high-speed railway bridge, it is characterised in that：It is described
Method comprise the following steps：
The 1st, vertical jack and temporary support are installed between bridge pier and track girder, by the bolt in the upper bracket plate of bearing
Backed out on anchor pole from the pre-embedded steel slab of track girder lower surface；
2nd, vertical jacking track beam, makes upper bracket plate depart from pre-embedded steel slab, anchor pole, temporary support is adjusted, by track girder
Weight be transferred on temporary support；
3rd, upper bracket plate is removed from bearing, reaming is carried out to the bolt hole in upper bracket plate, by the upper bracket after reaming
Plate is reinstalled on bearing；
4th, using vertical jack jacking track beam, track girder weight is transferred on vertical jack, in bridge pier and rail
Horizontal jack is installed between road beam, laterally correction is completed by horizontal jack pushing tow track girder；
5th, temporary support is removed, vertical jack is released, track girder is fallen after rise to upper bracket plate, by anchor pole through transformation
Rear bolt hole is simultaneously extend into the screw of pre-embedded steel slab, and upper bracket plate is fixed on pre-embedded steel slab by the mode being bolted
On；
6th, the space filled up between anchor pole and bolt hole, anchor pole is fixed in upper bracket plate, is then released laterally very heavy
Top completes the correction process of track girder.
The installation method of vertical jack is in further described step 1：Is arranged between track girder and bridge pier
One vertical jack and the second vertical jack, are fixed on bridge pier upper surface, in track girder by the housing of the first vertical jack
One piece of first sliding panel of the vertical jack of correspondence first is installed on lower surface, makes the pushing end of the first vertical jack can be along water
Square to slidably holding out against in the lower surface of the first sliding panel；
The housing of the second vertical jack is fixed on track girder lower surface, one piece of correspondence is installed on bridge pier upper surface
Second sliding panel of the second vertical jack, making the pushing end of the second vertical jack can slidably hold out against in the horizontal direction
The upper surface of two sliding panels.
Further described temporary support includes bedplate, the vertical support bar for being fixed on bedplate upper surface and fixation
In the support base of post upper；Described support bar lower end is fixed on bedplate, and support bar periphery is provided with face
External screw thread；Described support base is the ring set type structure of lower ending opening, and support base inside circumference is provided with and external screw thread pair on face
The internal thread answered, support base is connected through a screw thread can adjustably be fixed on post upper up and down.
The method of reaming is in further described step 3：In the opposite direction expansion in track girder transverse shifting direction
Bolt hole on support plate, forms it into the pore structure of kidney ellipsoid.
The installation method of horizontal jack is in further described step 4：Horizontal jack is along horizontal transverse direction
Arrangement, its housing is fixed on the housing sidepiece of the first vertical jack, and its pushing end is fixed on into the second vertical jack
Housing sidepiece.
The installation method of horizontal jack is in further described step 4：Horizontal jack is along horizontal transverse direction
Arrangement, its housing is fixed on the side wall of pinner, and the pushing end of horizontal jack is fixed on the shell of the second vertical jack
Side portion.
The void-rich approach filled up between anchor pole and bolt hole in further described step 6 is：In anchor pole and bolt hole
Between gap in fill gad block, gad block welding is fixed in upper bracket plate, by gad block limit screw rod level
Direction displacement.
Advantages of the present invention has：1st, by the transformation to bearing anchoring system, bearing is made to be temporarily disengaged from bridge pier, beam body,
Ensure that the overall structure that beam body, bearing and track plates will not be destroyed during track girder transverse shifting；
2nd, by setting temporary support, it is ensured that realize being rectified a deviation in the Window time of operation high ferro, do not interfere with high ferro
Normal operation, the low cost of adjustment；
3rd, the material installation for using is all extremely common, is not related to large scale equipment, and regulative mode is simple and convenient, with very big
Promotional value；
Correction regulation operation of the invention is simply efficient, can be good at completing the regulation construction of high speed railway track beam,
Operation takes short, and the skylight phase run using track is quickly carried out, and does not interfere with the normal operation of railway, with greatly pushing away
Wide value.
Brief description of the drawings
Fig. 1：The structural representation of bearing；
Fig. 2：The mounting structure schematic diagram of track girder；
Fig. 3：The arrangement schematic diagram (top view) of jack；
Fig. 4：The arrangement schematic diagram (side view) of jack；
Fig. 5：The arrangement schematic diagram of temporary support；
Fig. 6：The structural representation of temporary support；
Fig. 7：The reconstruction structure schematic diagram of the bolt hole in upper bracket plate；
Fig. 8：The structural representation of filling gad block in bolt hole；
Wherein：1-track girder；2-bridge pier；3-pinner；4-bolt hole；5-horizontal jack；6-the first vertical thousand
Jin top；7-the second vertical jack；8-temporary support；8.1-support bar；8.2-support base；8.3-bedplate；9-
Seat；9.1-pre-embedded steel slab；9.2-upper bracket plate；9.3-stainless-steel sheet；9.4-polyfluortetraethylene plate；9.5-middle lining
Steel plate；9.6-pressure-bearing rubber plate；9.7-lower support plate；9.8-sealing ring；9.9-brass lock ring circle；9.10-bolt；
10-gad block；11-the first sliding panel；12-the second sliding panel；13-pad.
Specific embodiment
The present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings.
Such as Fig. 1~8, the two ends of the track girder 1 of the present embodiment are separately fixed on two bridge piers 2, bridge pier 2 and track girder 1
Between bearing 9 is installed, the lower support plate 9.7 of bearing 9 is anchored on the pinner 3 on bridge pier 2, and the upper bracket plate 9.2 of bearing 9 is consolidated
It is scheduled on the pre-embedded steel slab 9.1 of the lower surface of track girder 1, track girder 1 is supported and fixed on two bridge piers 2 by bearing 8.
Screw is offered on the pre-embedded steel slab 9.1 of the present embodiment, corresponding bolt hole 4 is provided with upper bracket plate 9.2, led to
Cross the anchor pole 9.10 being embedded on track girder 1 and sequentially pass through bolt hole 4 and screw and upper bracket plate 9.2 is fixed on pre-embedded steel slab
On 9.1.When moving track beam 1 is needed, that is, when carrying out laterally correction, in order to ensure that anchor pole 9.10 has enough mobile spaces,
Bolt hole 4 in upper bracket plate 9.2 is revised as the present embodiment the kidney ellipsoid bolt hole 4 along the transverse shifting direction of track girder 1, such as
Shown in Fig. 7.
During lateral pushing, after track girder 1 is moved into place, anchor pole 9.10 now also be moved into position, it is necessary to
Upper bracket plate 9.2 and anchor pole 9.10 are retightened, the present embodiment is filled by the gap between anchor pole 9.10 and bolt hole 4
Gad block 10, it is to avoid anchor pole 9.10 is rocked in the bolt hole 4 of kidney ellipsoid, and gad block 10 is weldingly fixed in upper bracket plate 9.2,
Ensure the stability of anchor pole 9.10, as shown in Figure 8.Pad 13 is additionally provided between anchor pole 9.10 and upper bracket plate 9.2 in addition.
The present embodiment is additionally provided with supporting track beam 1 in jack pushing tow track girder 1 between track girder 1 and bridge pier 2
Temporary support 8.As shown in fig. 6, the temporary support 8 of the present embodiment includes support bar 8.1 and support base 8.2, the lower end of support bar 8.1
It is fixed on bedplate 98.3, bedplate 8.3 is fixed on the upper surface of bridge pier 2, and external screw thread, support base are provided with support bar 8.1
8.2 is that correspondence support bar is provided with the hollow ring nested structure of the lower ending opening for being fixed on the upper end of support bar 8.1, support base 8.2
Externally threaded female thread structure on 8.1, support base 8.2 is fixed on support by the way that the connection of internal and external screw thread is height-adjustable
On bar 8.1.When actually used, the height of temporary support 8 is adjusted according to the height between track girder 1 and bridge pier 2, by interim branch
Seat 8 gives track girder 1 certain support force, it is ensured that the stability of track girder 1.
The jacking of track girder 1 is completed by vertical jack, and the vertical jack of the present embodiment is by with bridge pier 2
Used as the counter-force strong point, jacking track beam 1 rises, and completes the regulation process of track girder 1.It is very heavy with vertical in view of track girder 1
To produce relative horizontal displacement between top, thus the vertical jack of the present embodiment setting as shown in 3~4, in the He of track girder 1
The first vertical jack 6 and the second vertical jack 7 are arranged between bridge pier 2, the housing of the first vertical jack 6 is fixed on bridge
The upper surface of pier 2, installs one piece of first sliding panel 11 of the vertical jack 6 of correspondence first on the lower surface of track girder 1, makes first to erect
Can slidably be held out against in the horizontal direction in the lower surface of the first sliding panel 11 to the pushing end of jack 6；It is vertical very heavy by second
The housing on top 7 is fixed on the lower surface of track girder 1, and the of one piece of vertical jack 7 of correspondence second is installed on the upper surface of bridge pier 2
Two sliding panels 12, making the pushing end of the second vertical jack 7 can slidably hold out against in the upper of the second sliding panel 12 in the horizontal direction
End face.
First sliding panel 11 and the second sliding panel 12 are smooth polyfluortetraethylene plate, can reduce jack and sliding panel
Between frictional resistance.
Laterally during correction, the arrangement of horizontal jack 5 can have two kinds to track girder 1, and one kind is with vertical
Jack is supported as counter-force, and jacking another vertical jack forces the transverse shifting of track girder 1 to complete correction.Such as Fig. 3~4 institute
Show, the housing of horizontal jack 5 is fixed on the sidepiece of the first vertical jack 6 in vertical jack, its pushing end is fixed on
The sidepiece of the second vertical jack 7 in vertical jack.During lateral pushing, the second vertical jack 7 is moved together with track girder 1
It is dynamic.
Another method is that the upper surface of bridge pier 2 of the present embodiment is provided with pinner 3, and pinner 3 is used as horizontal jack 5
Counter-force is supported, i.e., the housing of horizontal jack 5 is fixed on pinner 3, and its pushing end is fixed on the side of the second vertical jack 7
Portion.Pinner 3 is inherently cast in the permanent structure on bridge pier 2, more preferable as counter-force stability of strutting system.
Practice of construction, specific construction procedure is as follows：
1st, the displacement monitoring monitoring system of track girder 1, the initial value of measure track beam 1 are set up；
2nd, installation scaffold, operating platform, hanging basket are set up, anti-fall joist steel block is removed, is changed and is moved or protect pier top pipeline, clearly
Reason bridge pier 2 top forms working face；
3rd, each pier installs vertical and horizontal jack, installs level and vertical displacement sensor, connection displacement control system,
PLC control system；
4th, install beam body along bridge to direction across bridge limiter；
5th, the bolt in upper bracket plate 9.2 is loosened, it is departed from anchor pole 9.10, it is ensured that upper bracket plate 9.2 and pre-buried steel
Plate 9.1, anchor pole 9.10 are completely disengaged from, beam body synchronization of jacking up；
The 6th, temporary support 8 is set between track girder 1 and bridge pier 2, the vertical supporting of track girder 1 is given by temporary support 8；
7th, upper bracket plate 9.2 is removed from bearing 9, bolt hole 4 is transformed, by the bolt in upper bracket plate 9.2
Hole 4 is modified as the kidney ellipsoid bolt hole 4 along the moving direction of track girder 1；
8th, by vertical jack jacking track beam 1, the weight of track girder 1 is transferred on vertical jack, then laterally
Pushing tow track girder 1, laterally correction regulation is completed according to sensor prompting；
9th, temporary support 8 is removed, vertical jack is released, track girder 1 is fallen after rise to bearing 9, make the weight of pre-embedded steel slab 9.1
It is new to fall after rise to upper bracket plate 9.2, then upper bracket plate 9.2 is retightened through bolt hole 4 and screw using anchor pole 9.10
On pre-embedded steel slab 9.1；
10th, gad block 10 is filled in the gap between anchor pole 9.10 and bolt hole 4, and gad block 10 is weldingly fixed on
In upper bracket plate 9.2, limitation anchor pole 9.10 rocking in the horizontal direction in the bolt hole 4 after the completion of anchor pole 9.10 is fixed, releases
Horizontal jack 5, completes whole correction regulation process；
11st, vertical and horizontal jack 5, limiter is removed, pier top is cleared up, is installed and is recovered anti-fall joist steel block, changed and move pipe
Line restores.
General principle of the invention, principal character and advantages of the present invention has been shown and described above.The technology of the industry
Personnel it should be appreciated that the present invention is not limited to the above embodiments, simply explanation described in above-described embodiment and specification this
The principle of invention, various changes and modifications of the present invention are possible without departing from the spirit and scope of the present invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appending claims and its
Equivalent is defined.
Claims (7)
1. a kind of method for correcting error for runing high-speed railway bridge, it is characterised in that：Described method is comprised the following steps：
1) vertical jack and temporary support (8), are installed between bridge pier (2) and track girder (1), by the upper bracket of bearing (9)
Bolt on plate (9.2) is backed out on the anchor pole (9.10) from track girder (1) lower surface pre-embedded steel slab (9.1)；
2), vertical jacking track beam (1), makes upper bracket plate (9.2) depart from pre-embedded steel slab (9.1), anchor pole (9.10), and regulation is faced
When bearing (8), the weight of track girder (1) is transferred on temporary support (8)；
3) upper bracket plate (9.2), is removed from bearing (9), reaming is carried out to the bolt hole (4) in upper bracket plate (9.2), will expanded
Upper bracket plate (9.2) behind hole is reinstalled on bearing (9)；
4), using vertical jack jacking track beam (1), track girder (1) weight is transferred on vertical jack, in bridge pier
(2) horizontal jack (5) is installed and track girder (1) between, completes laterally to entangle by horizontal jack (5) pushing tow track girder (1)
Partially；
5) temporary support (8), is removed, vertical jack is released, track girder (1) is fallen after rise to upper bracket plate (9.2), by anchor pole
(9.10) through improved bolt hole (4) and it extend into the screw of pre-embedded steel slab (9.1), the mode being bolted will
Upper bracket plate (9.2) is fixed on pre-embedded steel slab (9.1)；
6) space, filled up between anchor pole (9.10) and bolt hole (4), anchor pole (9.10) is fixed in upper bracket plate (9.2),
Then the correction process that horizontal jack (5) completes track girder (1) is released.
2. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described step
The installation method of vertical jack is in rapid 1：The first vertical jack (6) and the are arranged between track girder (1) and bridge pier (2)
Two vertical jack (7), are fixed on bridge pier (2) upper surface, in track girder (1) lower end by the housing of the first vertical jack (6)
One piece of first sliding panel (11) of the first vertical jack of correspondence (6) is installed on face, makes the pushing end of the first vertical jack (6)
The lower surface in the first sliding panel (11) can be slidably held out against in the horizontal direction；
The housing of the second vertical jack (7) is fixed on track girder (1) lower surface, one is installed on bridge pier (2) upper surface
Second sliding panel (12) of block the second vertical jack (7) of correspondence, makes the pushing end of the second vertical jack (7) can be along level side
To the upper surface slidably held out against in the second sliding panel (12).
3. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described faces
When bearing (8) including bedplate (8.3), be fixed on the vertical support bar (8.1) of bedplate (8.3) upper surface and be fixed on support
The support base (8.2) of bar (8.1) upper end；Described support bar (8.1) lower end is fixed on bedplate (8.3), support bar (8.1)
Periphery is provided with external screw thread on face；Described support base (8.2) is the ring set type structure of lower ending opening, support base (8.2)
Internal thread corresponding with external screw thread is provided with inside circumference face, support base (8.2) is connected through a screw thread can be adjustably solid up and down
It is scheduled on support bar (8.1) upper end.
4. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described step
The method of reaming is in rapid 3：Expand the bolt hole in upper bracket plate (9.2) along the opposite direction in track girder (1) transverse shifting direction
(4) pore structure of kidney ellipsoid, is formed it into.
5. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described step
The installation method of horizontal jack (5) is in rapid 4：Horizontal jack (5) is arranged along horizontal transverse direction, its housing is fixed on
The housing sidepiece of the first vertical jack (6), its pushing end is fixed on the housing sidepiece of the second vertical jack (7).
6. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described step
The installation method of horizontal jack (5) is in rapid 4：Horizontal jack (5) is arranged along horizontal transverse direction, its housing is fixed on
On the side wall of pinner (3), the pushing end of horizontal jack (5) is fixed on the housing sidepiece of the second vertical jack (7).
7. a kind of method for correcting error for runing high-speed railway bridge as claimed in claim 1, it is characterised in that：Described step
The void-rich approach filled up in rapid 6 between anchor pole (9.10) and bolt hole (4) is：Between anchor pole (9.10) and bolt hole (4)
Gad block (10) is filled in gap, gad block (10) is weldingly fixed in upper bracket plate (9.2), limited by gad block (10)
The horizontal direction displacement of screw rod (9.10).
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| CN201611245442.8A CN106836020B (en) | 2016-12-29 | 2016-12-29 | A kind of method for correcting error for runing high-speed railway bridge |
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| CN201611245442.8A CN106836020B (en) | 2016-12-29 | 2016-12-29 | A kind of method for correcting error for runing high-speed railway bridge |
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| CN108149591A (en) * | 2018-01-23 | 2018-06-12 | 广西交通工程检测有限公司 | Bridge superstructure deviation correcting device and method based on jack counter-force self-balancing |
| CN109371855A (en) * | 2018-10-12 | 2019-02-22 | 浙江花景木业有限公司 | Convenient for correction and the bridge pier reinforced in a kind of highway bridge construction |
| CN110424243A (en) * | 2019-08-08 | 2019-11-08 | 中铁二十局集团第一工程有限公司 | A kind of Long span Tied-Arch Bridge Main Bridge jack-up system and jack-up construction method |
| CN110565543A (en) * | 2019-08-02 | 2019-12-13 | 中铁四院集团岩土工程有限责任公司 | Correcting system and correcting method for bridge structure of operation railway |
| CN110670496A (en) * | 2019-09-24 | 2020-01-10 | 中铁四院集团岩土工程有限责任公司 | Beam moving device |
| CN110983996A (en) * | 2019-12-06 | 2020-04-10 | 中铁四院集团岩土工程有限责任公司 | Beam body jacking and deviation rectifying method for high-speed railway bridge |
| CN111879393A (en) * | 2020-07-29 | 2020-11-03 | 梧州学院 | Method and system for repairing weighing sensor |
| CN115369781A (en) * | 2022-08-02 | 2022-11-22 | 中铁二十五局集团第二工程有限公司 | Synchronous deviation rectifying method for high-speed railway continuous bridge |
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