CN104562924B - Bridge pad from jacking backing plate replacing options - Google Patents
Bridge pad from jacking backing plate replacing options Download PDFInfo
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- CN104562924B CN104562924B CN201410846065.8A CN201410846065A CN104562924B CN 104562924 B CN104562924 B CN 104562924B CN 201410846065 A CN201410846065 A CN 201410846065A CN 104562924 B CN104562924 B CN 104562924B
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- 238000004080 punching Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 238000002360 preparation method Methods 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 239000002184 metal Substances 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 5
- 230000000694 effects Effects 0.000 claims description 4
- 238000011084 recovery Methods 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 46
- 102000006495 integrins Human genes 0.000 description 4
- 108010044426 integrins Proteins 0.000 description 4
- 230000001360 synchronised effect Effects 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 230000007547 defect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
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- 238000007906 compression Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
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- 238000012423 maintenance Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
Bridge pad from jacking backing plate replacing options, after using support means to support bridge superstructure beam body, remove former bearing and pinner, fold in bridge pier pier top or bent cap end face upper strata and be placed through the wedge type block slip realization backing plate from jacking and new bearing, applying pulling force makes the wedge type block of backing plate slide, backing plate jacking, new bearing rises supporting bridge superstructure beam body, and new bearing bears pressure；When bridge superstructure beam body rises to former elevation location, fixing wedge type block, remove support means, complete bearing replacement；During the bearing replacement of the inventive method, bridge superstructure beam body not lifting or its absolute altitude only slightly move up and down in the range of license.The existing jacking of bearing one by one replacing method can be prevented effectively from and need lifting beam body, the drawback causing bridge superstructure to damage.
Description
Technical field
The present invention relates at the replacing options with (in use) bridge pad.
Background technology
Bearing is the important component part of bridge structure, is power transmission and the attachment means of bridge upper and lower part structure, and the active force of bridge upper load is delivered to Bridge Pier by bearing reliably.Bearing bears the pressure of bridge superstructure and meets beam body and be deformed the needs of (horizontal displacement, corner) at various load actions.Due to design, constructing or use the reason such as the improper of maintenance and bearing quality problem, the bridge pad in using there will be damage often, causes bridge superstructure beam body can not to work according to normal stress, even affects the operation security of bridge structure.Therefore, damage a certain degree of bridge pad and need to carry out the replacing of necessity, to ensure bridge structure inherently safe.Bridge Support Replacement process is generally: lifting and want the superstructure beam body of replacing time, take out original bearing, place new bearing, put down superstructure beam body, bearing bears design (expection) pressure of beam body, completes bearing replacement process.
Existing Bridge Support Replacement method on the whole for, be all that bridge superstructure beam body is lifted, after taking out former bearing, placing new bearing, beam body falls again, and new bearing bears beam body pressure, completes bearing replacement process.According to during a lifting, the difference of replacing time quantity, existing Bridge Support Replacement has three kinds of methods: method is changed in bearing jacking one by one, method is changed in portion of standoff (or by pier) synchronization of jacking up, whole bearing (overall) synchronization of jacking up replacing method.
Method is changed in bearing jacking the most one by one
Lifting bridge top beam body, only reaches the purpose changing a bearing.The method is only at single replacing time, with equipment jack up girders such as jack so that bridge top beam body (locally) at a bearing point position is lifted；After replacing time, put down beam body；Bearing pressurized, completes the replacing of single bearing.
2. method is changed in portion of standoff (or by pier) synchronization of jacking up
Lifting bridge top beam body, reaches to change the purpose of multiple bearing.The method is at multiple replacing time (on typically one or adjacent several bridge pier at all of bearing), use the equipment jack up girder such as multiple jack and computer hydraulic synchronous control system so that (amount of raising at each bearing point position is identical or is less than certain high difference being computed determining) is lifted in beam body synchronization at multiple bearing point positions in bridge top；After replacing time, put down beam body；Bearing synchronizes pressurized, completes the replacing of multiple bearing.
3. all method is changed in bearing (overall) synchronization of jacking up
Lifting bridge top beam body, reaches to change the purpose of full-bridge (or integrin) all bearings.The method is at full-bridge (or integrin) all bearings, use the equipment jack up girder such as multiple jack and computer hydraulic synchronous control system so that (amount of raising at each bearing point position is identical or is less than certain high difference being computed determining) is lifted in beam body synchronization at full-bridge (or integrin) all bearings point position in bridge top；After replacing time, put down beam body；Bearing synchronizes pressurized, completes the replacing of full-bridge (or integrin) bearing.
The weak point that existing highway bridge bearing replacement method exists is analyzed as follows:
Method is changed in bearing jacking the most one by one
During Bridge Support Replacement, needing to lift top beam body, the height lifted to meet new bearing and normally insert the needs below beam body；After putting down beam body, bearing pressurized, high shrinkage, beam body reaches the original Altitude normally used, the bearing effect of bringing into normal play.It is to say, the value of must raising of beam body is at replacing time: the summation in construction gap placed by bearing decrement and bearing.Bridge is by the overall structure of the most multiple seat supports, method is changed in bearing jacking one by one, only jacking at a bearing, some localized raised of bridge superstructure, can make bridge superstructure produce powerful, the internal force of additional, superstructure beam body will be caused to be damaged；Bearing jacking is changed method beam body lifting process and bridge superstructure can be caused damage i.e.: one by one.Meanwhile, the end face absolute altitude of new bearing pad stone adjusts according to the decrement of bearing, and this decrement is the pressure that will bear according to new bearing or original decrement estimation, there will certainly be deviation between decrement estimated value and new bearing actual compression amount；After this deviation causes bearing replacement at last, the bridge top beam body pressure that it bears is different from design (expection) value, after bearing replacement, the actual elevation position of beam body there are differences with desired location, thus can change the internal force situation of bridge superstructure, affect the bearing capacity of bridge.
2. method is changed in portion of standoff (or by pier) synchronization of jacking up and method is changed in whole bearing (overall) synchronization of jacking up
Method is changed in portion of standoff (or by pier) synchronization of jacking up and method is changed in whole bearing (overall) synchronization of jacking up, beam body at the whole bearing of jacking bridge or the beam body at portion of standoff (or by pier) place simultaneously, overcomes the replacing method beam body lifting process of bearing jacking one by one and bridge superstructure causes the drawback of damage.But, the end face absolute altitude changing rear support pinner determines according to the bearing decrement estimated, yet suffer from the top beam body pressure that bearing finally bears different from design (expection) value, the defect that after bearing replacement, the actual elevation position of beam body there are differences with desired location.
Simultaneously, method is changed in portion of standoff (or by pier) synchronization of jacking up and whole bearing (overall) synchronization of jacking up is changed method and needed substantial amounts of jack, tight computer hydraulic synchronous control system, accurate beam body jacking amount monitoring system, beam body jacking crosses that the Construction control precision of range request is high, difficulty is big, personnel are many, construction period is long, and bearing replacement operating expenses is expensive.
Summary of the invention
It is an object of the invention to provide a kind of bridge pad from jacking backing plate replacing options, be prevented effectively from the existing jacking of bearing one by one change method need lifting beam body, cause bridge superstructure to damage；Needing equipment few, operating expenses is low；Can freely adjust new bearing bearing capacity；One or more bearing can be changed simultaneously.
The technical scheme is that
Bridge pad from jacking backing plate replacing options, after using support means to support bridge superstructure beam body, remove former bearing and pinner, fold in bridge pier pier top or bent cap end face upper strata and be placed through the wedge type block slip realization backing plate from jacking and new bearing, applying pulling force makes the wedge type block of backing plate slide, backing plate jacking, new bearing rises supporting bridge superstructure beam body, and new bearing bears pressure；When bridge superstructure beam body rises to former elevation location, fixing wedge type block, remove support means, complete bearing replacement；
Concrete steps are divided into early-stage preparations and two stages of site operation, are followed successively by:
1st step, early-stage preparations stage:
1-1 walks, original bridge is followed successively by bridge superstructure beam body, former bearing, pinner and Bridge Pier or bent cap from top to bottom, measure pinner height H1, bridge pier pier top or the bent cap end face at exchanging bridge abutment to distance size H at the bottom of beam, measure the height H2 of new bearing and use the height H3 of Central Plains bearing, estimating decrement ht=H2-H3 after new bearing pressurized；
1-2 walks, and includes middle plate that the upper plate of inclined bottom surface, top surface inclination angle are consistent with upper plate bottom surface, lower plate from jacking backing plate and passes through the pull bar of plate in screw precession, and middle plate is wedge type block, and middle plate is transversely provided with screw；From jacking backing plate maximum gauge and the difference of minimum thickness, this difference is referred to as backing plate liftable value, and backing plate liftable value should be greater than decrement ht after estimating new bearing pressurized；
2nd step, site operation stage:
2-1 walks, and will support the bridge superstructure beam body above bearing by support means on bridge pier pier top at replacing time or bent cap at bridge,
2-2 walks, with abolishing the concrete pinner below the original bearing of equipment Removal；Above bearing, beam body slightly settles and then falls in support means, supports under supporting role at two, original former bearing and pinner is removed,
2-3 walks,
New bearing is overlayed on jacking backing plate, now, be in minimum thickness from jacking backing plate, insert former support position；With sheet metal pad below jacking backing plate so that new bearing holds out against top beam body；By punching jack through pull bar, withstand on the end of the upper plate from jacking backing plate, lower plate；Punching jack is started working, pull bar draws outside side, and from the middle plate of jacking backing plate under the pulling force effect of pull bar, slide and insert in the gap in the middle of upper plate, lower plate, making to rise from jacking backing plate, new bearing is by jacking, the pressure that bears bridge superstructure beam body；
2-4 walks, and punching jack works on, and in the wedge type block of jacking backing plate, plate continues to slide, and when beam body slightly lifting, recovery to original elevation location H, punching jack quits work；It is spun on pull bar with nut, the relative position of the fixing upper, middle and lower plate from jacking backing plate；
2-5 walks, and removes beam body support means, completes bearing replacement.
In 2-1 step, support means should possess the strength and stiffness bearing beam body pressure, arranges two supports between bridge superstructure beam body and pier, and two supports lay respectively at the both sides of former bearing and pinner.
In 2-1 step, jack is coordinated to support bridge beam body above bearing with multilayer steel plates.
2-2 walks, when support means uses jack, can be removing jack before pinner, support means is made to bear beam body pressure in advance, and during removing pinner, use the sedimentation situation of dial gauge monitoring beam body, timely jack, ensure that beam body does not settles, or make its settling amount within the tolerance band not causing bridge superstructure to damage.
In 2-1 step, use and land steel bracket and support the bridge superstructure beam body above bearing.
2-3 walks, when being overlayed on jacking backing plate by new bearing；Also the gap of new bearing and top beam body can be filled with sheet metal.
The equipment of abolishing is pneumatic pick.
In 2-4 step, fix and when the relative position of the upper, middle and lower plate of jacking backing plate, pull bar is welded in upper plate, lower plate.
The present invention can effectively overcome three defects that existing highway bridge bearing replacement method exists: bearing jacking is changed method single-point jacking process and damaged bridge superstructure beam body one by one, portion of standoff (or by pier) synchronization of jacking up is changed method and whole bearing (overall) synchronization of jacking up and is changed that method equipment is complicated, somewhat expensive, and all it cannot be guaranteed that the top beam body pressure that is subject to of bearing replacement consequence is mutually equal with desired location with the identical or beam body elevation location designing (expection).
Compared with existing Bridge Support Replacement method, the technical advantage of the present invention is as follows:
1., during the bearing replacement of the inventive method, bridge superstructure beam body not lifting or its absolute altitude only slightly move up and down in the range of license.The existing jacking of bearing one by one replacing method can be prevented effectively from and need lifting beam body, the drawback causing bridge superstructure to damage.
2. change compared with method and whole bearing (overall) synchronization of jacking up replacing method with existing portion of standoff (or by pier) synchronization of jacking up, the inventive method need not substantial amounts of jack, tight computer hydraulic synchronous control system, accurate beam body jacking amount monitoring system, work progress is simple, technical difficulty is low, and operating expenses is relatively low.
3. by adjusting the sliding position of plate wedge type block in jacking backing plate, thus it is possible to vary the elevation location bearing bridge superstructure beam body after bearing replacement, it may be assumed that beam body elevation location scalable during bearing replacement, the adjustment of new bearing bearing capacity can thus be realized.The top beam body pressure that can effectively overcome existing highway bridge bearing replacement method bearing finally to bear can not adjust, beam body elevation location can not adjust, and does not reaches consistent with designing (expection), finally to affect load carrying capacity of bridge defect.
4., due to not lifting bridge superstructure beam body, under conditions of not damaging bridge superstructure, the inventive method can change one or more bearing simultaneously.
Accompanying drawing explanation
Fig. 1 is early-stage preparations phase measuring schematic diagrams；
Fig. 2 is the structural representation from jacking backing plate；
Fig. 3 is the top view of Fig. 2；
Fig. 4 is support means structural representation when supporting beam body above bearing；
Fig. 5 is the structural representation after beam body removes former bearing；
Fig. 6 is the structural representation when jacking backing plate replacing time device；
Fig. 7 is the schematic diagram after having changed.
Detailed description of the invention
As shown in Figure 1, the Bridge Support Replacement method of the present invention on the whole for, for: after using support means to support bridge superstructure beam body, remove former bearing (containing pinner), fold on bridge pier pier top (or bent cap end face) upper strata and be placed through the wedge type block slip realization steel backing plate from jacking and new bearing, applying pulling force and make wedge type block slip, backing plate jacking, new bearing rises supporting bridge superstructure beam body, bears pressure；When beam body rises to former elevation location, fixing wedge type block, remove support means, complete bearing replacement.
The Bridge Support Replacement method of the present invention, is divided into early-stage preparations and two stages of site operation, is respectively described as follows sequentially.
The early-stage preparations stage:
1st step, early-stage preparations stage:
1-1 walks, as shown in Figure 1, original bridge is followed successively by bridge superstructure beam body 1(from top to bottom and is also referred to as top beam body or beam body), former bearing 3, pinner 4 and Bridge Pier 2(be called for short pier) or bent cap, measure the pinner height H1 at exchanging bridge abutment, bridge pier pier top (or bent cap end face) to distance size H at the bottom of beam, measure the height H2 of new bearing and use the height H3 of Central Plains bearing, estimating decrement ht=H2-H3 after new bearing pressurized.
1-2 walk, with steel make as shown in Figure 2,3 from jacking backing plate.Include, from jacking backing plate 10, the middle plate 12(wedge type block that the upper plate 11 of inclined bottom surface, top surface inclination angle are consistent with upper plate bottom surface), lower plate 13 and by the pull bar 14 of plate 12 in screw precession, middle plate 12 is transversely provided with screw.From jacking backing plate 10 by the slip between upper and lower plate 11,13 of the middle plate 12, plate thickness changes therewith, it is achieved the lifting of backing plate end face.Decrement ht after estimating new bearing pressurized is should be greater than from the difference (backing plate liftable value) of jacking backing plate 10 maximum gauge and minimum thickness.
2nd step, site operation stage:
2-1 walks, and jack will be coordinated to support bridge beam body above bearing with multilayer steel plates on bridge pier pier top at replacing time or bent cap at bridge；Or use and land steel bracket and other effective means supports the bridge superstructure beam body above bearing.Support means should possess the strength and stiffness bearing beam body pressure.As shown in Figure 4, arranging two supports 19 and be supported between bridge superstructure beam body 1 and pier 2, two support 19 and lay respectively at former bearing 3 and the both sides of pinner 4.
2-2 walks, with pneumatic pick or other abolish equipment, the careful concrete pinner removed below original bearing.Above bearing, beam body slightly settles, falls in support means, and the beam body pressure originally undertaken by former bearing is transferred in support means.When support means uses jack, can be removing jack before pinner, support means is made to bear beam body pressure in advance, and during removing pinner, use the sedimentation situation of dial gauge monitoring beam body, jack in time, it is ensured that beam body does not settles (or making its settling amount within the tolerance band not causing bridge superstructure to damage).
As it is shown in figure 5, remove the situation after former bearing.Support under 19 supporting roles at two, original former bearing 3 and pinner 4 are removed.
2-3 walks, as shown in Figure 6.New bearing 20 is overlayed and is in minimum thickness from jacking backing plate 10(from jacking backing plate 10) on, insert former support position.With sheet metal pad below jacking backing plate 10 so that new bearing 20 holds out against top beam body 1 as far as possible；Also the gap of new bearing 20 and top beam body 1 can be filled with sheet metal.By punching jack 15 through pull bar 14, withstand on from the upper plate 11 of jacking backing plate 10, lower plate 13 end；Punching jack 15 is started working, pull bar 14 draws outside side (right side), from the middle plate 12(wedge type block of jacking backing plate 10) under the pulling force effect of pull bar 14, gap in the middle of upper plate 11, lower plate 13 is slided, is inserted, making to rise from jacking backing plate 10, new bearing 20 is by jacking, the pressure that bears bridge superstructure beam body.
2-4 walks, and as shown in Figure 6, punching jack 15 works on, and in jacking backing plate 10 wedge type block, plate 12 continues to slide, and when beam body 1 slightly lifting, recovery to original elevation location H, punching jack 15 quits work；It is spun on pull bar 14 with nut 16, fixing from the relative position of jacking backing plate 10 upper, middle and lower plate, it is possible to pull bar 10 to be welded in upper plate 11, lower plate 13.
2-5 walks, and removes beam body support means, completes bearing replacement.It is illustrated in figure 7 the situation after having changed.
The advantage of hinge structure of the present invention has:
1., during bearing replacement, bridge superstructure beam body has only to support, it is not necessary to the height that lifting is certain.
2. by the pulling of plate wedge type block in jacking backing plate being arranged on below new bearing, jacking, compress new bearing, complete new bearing and bear the process of beam body.
3. by adjusting the sliding position of plate wedge type block in jacking backing plate, thus it is possible to vary the elevation location bearing bridge superstructure beam body after bearing replacement, it may be assumed that beam body elevation location scalable during bearing replacement, the adjustment of new bearing bearing capacity can thus be realized.
4., under conditions of not damaging bridge superstructure, one or more bearing can once be changed.
Claims (8)
1. bridge pad from jacking backing plate replacing options, it is characterized in that: after using support means to support bridge superstructure beam body, remove former bearing and pinner, fold in bridge pier pier top or bent cap end face upper strata and be placed through the wedge type block slip realization backing plate from jacking and new bearing, applying pulling force makes the wedge type block of backing plate slide, backing plate jacking, new bearing rises supporting bridge superstructure beam body, and new bearing bears pressure；When bridge superstructure beam body rises to former elevation location, fixing wedge type block, remove support means, complete bearing replacement；
Concrete steps are divided into early-stage preparations and two stages of site operation, are followed successively by:
1st step, early-stage preparations stage:
1-1 walks, original bridge is followed successively by bridge superstructure beam body, former bearing, pinner and Bridge Pier or bent cap from top to bottom, measure pinner height H1, bridge pier pier top or the bent cap end face at exchanging bridge abutment to distance size H at the bottom of beam, measure the height H2 of new bearing and use the height H3 of Central Plains bearing, estimating decrement ht=H2-H3 after new bearing pressurized；
1-2 walks, and includes, from jacking backing plate, middle plate that lower plate, the upper plate of inclined bottom surface, top surface inclination angle are consistent with upper plate bottom surface and passes through the pull bar of plate in screw precession, and middle plate is wedge type block, and middle plate is transversely provided with screw；From jacking backing plate maximum gauge and the difference of minimum thickness, this difference is referred to as backing plate liftable value, and backing plate liftable value should be greater than decrement ht after estimating new bearing pressurized；
2nd step, site operation stage:
2-1 walks, and will support the bridge superstructure beam body above bearing by support means on bridge pier pier top at replacing time or bent cap at bridge,
2-2 walks, with abolishing the concrete pinner below the original bearing of equipment Removal；Above bearing, beam body slightly settles and then falls in support means, supports under supporting role at two, original former bearing and pinner is removed,
2-3 walks, and is overlayed by new bearing on jacking backing plate, now, is in minimum thickness from jacking backing plate, inserts former support position；With sheet metal pad below jacking backing plate so that new bearing holds out against top beam body；By punching jack through pull bar, withstand on the end of the upper plate from jacking backing plate, lower plate；Punching jack is started working, pull bar draws outside side, and from the middle plate of jacking backing plate under the pulling force effect of pull bar, slide and insert in the gap in the middle of upper plate, lower plate, making to rise from jacking backing plate, new bearing is by jacking, the pressure that bears bridge superstructure beam body；
2-4 walks, and punching jack works on, and in the wedge type block of jacking backing plate, plate continues to slide, and when beam body slightly lifting, recovery to original elevation location H, punching jack quits work；It is spun on pull bar with nut, the relative position of the fixing upper, middle and lower plate from jacking backing plate；
2-5 walks, and removes beam body support means, completes bearing replacement.
Bridge pad the most according to claim 1 from jacking backing plate replacing options, it is characterized in that: in 2-1 step, support means should possess the strength and stiffness bearing beam body pressure, arranging two supports between bridge superstructure beam body and pier, two supports lay respectively at the both sides of former bearing and pinner.
Bridge pad the most according to claim 1 and 2 from jacking backing plate replacing options, it is characterised in that: 2-1 step in, with multilayer steel plates coordinate jack support bridge beam body above bearing.
Bridge pad the most according to claim 3 from jacking backing plate replacing options, it is characterized in that: 2-2 walks, when support means uses jack, support means can be made to bear beam body pressure in advance removing jack before pinner, and during removing pinner, use the sedimentation situation of dial gauge monitoring beam body, jack in time, it is ensured that beam body does not settles, or makes its settling amount within the tolerance band not causing bridge superstructure to damage.
Bridge pad the most according to claim 1 and 2 from jacking backing plate replacing options, it is characterised in that: in 2-1 step, use and land steel bracket and support the bridge superstructure beam body above bearing.
Bridge pad the most according to claim 1 and 2 from jacking backing plate replacing options, it is characterised in that: 2-3 walk, when new bearing is overlayed on jacking backing plate；Also the gap of new bearing and top beam body can be filled with sheet metal.
Bridge pad the most according to claim 1 and 2 from jacking backing plate replacing options, it is characterised in that: the equipment of abolishing is pneumatic pick.
Bridge pad the most according to claim 1 and 2 from jacking backing plate replacing options, it is characterised in that: in 2-4 step, fixing when the relative position of the upper, middle and lower plate of jacking backing plate, pull bar is welded in upper plate, lower plate.
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| CN201410846065.8A CN104562924B (en) | 2014-12-31 | 2014-12-31 | Bridge pad from jacking backing plate replacing options |
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| CN105421224A (en) * | 2015-11-17 | 2016-03-23 | 上海市政工程设计研究总院（集团）有限公司 | Intelligent supporting base |
| CN105544765B (en) * | 2016-01-26 | 2017-09-29 | 广州大学 | A kind of bidirectional sliding rail support carriers suitable for mass tuning control system |
| RU177943U1 (en) * | 2017-07-11 | 2018-03-16 | Общество с ограниченной ответственностью "СибТрансСтрой" | Supporting part of the bridge |
| RU174778U1 (en) * | 2017-07-17 | 2017-11-01 | Загид Гаджиевич Хучбаров | SEISMIC RESISTANT BRIDGE |
| CN107447652A (en) * | 2017-08-01 | 2017-12-08 | 中铁二院工程集团有限责任公司 | A kind of ball-shaped height-adjusting support |
| CN108797382A (en) * | 2018-04-28 | 2018-11-13 | 广西驰胜农业科技有限公司 | Old bridge Integral synchronous jacks heightening construction method |
| CN108751026A (en) * | 2018-07-12 | 2018-11-06 | 肖松南 | A kind of jack and jacking apparatus for bridge jacking |
| CN110409315A (en) * | 2019-08-15 | 2019-11-05 | 中国五冶集团有限公司 | A kind of bridge heavy steel member anti-inclination device and method |
| CN110453594B (en) * | 2019-09-06 | 2021-10-15 | 郑州航空工业管理学院 | Method for replacing bridge support with adjustable supporting force |
| CN110835888A (en) * | 2019-11-28 | 2020-02-25 | 四川成通加固工程有限公司 | Construction method for leveling top surface of secondary beam falling support after jacking |
| CN112252208A (en) * | 2020-10-30 | 2021-01-22 | 成都济通路桥科技有限公司 | Replacement method of height-adjustable support |
| CN112629715B (en) * | 2020-12-18 | 2022-06-10 | 成都济通路桥科技有限公司 | Replacement method convenient for replacing sensing device |
| CN113321146B (en) * | 2021-06-09 | 2022-07-12 | 中国二十冶集团有限公司 | Single-side jacking safety protection device and safety jacking method for large-span reticulated shell structure |
| CN113502735B (en) * | 2021-07-26 | 2022-06-24 | 中南大学 | Bridge beam supports height control system |
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| CN104562924A (en) | 2015-04-29 |
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