CN104562924A - Self-elevating base plate change method for bridge support - Google Patents
Self-elevating base plate change method for bridge support Download PDFInfo
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- CN104562924A CN104562924A CN201410846065.8A CN201410846065A CN104562924A CN 104562924 A CN104562924 A CN 104562924A CN 201410846065 A CN201410846065 A CN 201410846065A CN 104562924 A CN104562924 A CN 104562924A
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- 238000000034 method Methods 0.000 title claims abstract description 60
- 229910000831 Steel Inorganic materials 0.000 claims description 14
- 239000010959 steel Substances 0.000 claims description 14
- 238000004080 punching Methods 0.000 claims description 12
- 238000004062 sedimentation Methods 0.000 claims description 9
- 238000002360 preparation method Methods 0.000 claims description 8
- 230000000694 effects Effects 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 5
- 239000004575 stone Substances 0.000 abstract description 2
- 230000003028 elevating effect Effects 0.000 abstract 2
- 238000010276 construction Methods 0.000 description 7
- 230000001360 synchronised effect Effects 0.000 description 6
- 102000006495 integrins Human genes 0.000 description 4
- 108010044426 integrins Proteins 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012423 maintenance Methods 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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- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a self-elevating base plate change method for a bridge support. The self-elevating base plate change method for the bridge support includes that disassembling an original support and a cushion stone after using a support device to support the upper beam body of a bridge, placing a base plate and a new support using wedge-shaped block slide to realize self elevating on the top of a bridge pier or the top surface of a cover beam in a stacking mode, exerting pull to enable the wedge-shaped block of the base plate to slide and the base plate to elevate, wherein the new support elevates to support the upper beam body of the bridge, and the new support bears pressure; when the upper beam body of the bridge elevates to an original elevation position, fixing the wedge-shaped block, and dismounting the support device to finish support change. By means of the self-elevating base plate change method for the bridge support, in the support change process, the upper beam body of the bridge does not elevate, or the upper beam body only slightly moves up and down in an allowable range. The self-elevating base plate change method for the bridge support is capable of effectively avoiding the disadvantage that an existing one-by-one support elevating change method damages the upper structure of the bridge due to needing to elevate the beam body.
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 construction, and be power transmission and the linkage of bridge upper and lower part structure, 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 produces distortion (horizontal movement, corner) needs at various load action.Due to design, construction or the reason such as improper and bearing quality problem using maintenance, 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 construction.Therefore, the bridge pad damaged to a certain degree needs to carry out necessary replacing, to ensure bridge construction inherently safe.Bridge Support Replacement process is generally: lift 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.
On the whole, after being all lifted by bridge superstructure beam body, taking out former bearing, placing new bearing, beam body falls existing Bridge Support Replacement method again, and new bearing bears beam body pressure, completes bearing replacement process.According in a lifting process, 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 (entirety) synchronization of jacking up replacing methods.
1. method is changed in bearing jacking one by one
A lifting bridge top beam body, only reaches the object of a replacing bearing.The method, only at single replacing time place, with equipment jack up girders such as jack, makes bridge top beam body only lift bearing point position place (locally); 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
A lifting bridge top beam body, reaches the object changing multiple bearing.The method is at multiple replacing time place (normally all on one or adjacent several bridge pier bearing places), use the equipment jack up girder such as multiple jack and computer hydraulic synchronous control system, make bridge top beam body synchronously lift (amount of raising at each bearing point position place is identical or be less than certain high difference determined as calculated) at multiple bearing point position place; After replacing time, put down beam body; The synchronous pressurized of bearing, completes the replacing of multiple bearing.
3. all method is changed in bearing (entirety) synchronization of jacking up
A lifting bridge top beam body, reaches the object changing the whole bearing of full-bridge (or integrin).The method is at all bearing places of full-bridge (or integrin), use the equipment jack up girder such as multiple jack and computer hydraulic synchronous control system, make bridge top beam body synchronously lift (amount of raising at each bearing point position place is identical or be less than certain high difference determined as calculated) at full-bridge (or integrin) all bearings point position place; After replacing time, put down beam body; The synchronous pressurized of bearing, completes the replacing of full-bridge (or integrin) bearing.
The weak point that existing highway bridge bearing replacement method exists is analyzed as follows:
1. method is changed in bearing jacking one by one
During Bridge Support Replacement, need to lift top beam body, the height lifted will meet new bearing and normally insert needs below beam body; Put down Liang Tihou, bearing pressurized, high shrinkage, beam body reaches the normal original Altitude used, the bearing effect of bringing into normal play.That is, the value of must raising of replacing time place beam body is: the summation in construction gap placed by bearing decrement and bearing.Bridge is by overall structure that is horizontal or longitudinally multiple seat supports, method is changed in bearing jacking one by one, only in some localized raised of a bearing place jacking, bridge superstructure, bridge superstructure can be made to produce powerful, extra additional internal force, superstructure beam body will be caused to be damaged; That is: bearing jacking is changed method beam body lifting process and can be caused damage to bridge superstructure 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, is certain to there is 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, actual elevation position and the desired location of bearing replacement back rest body there are differences, and can change the internal force situation of bridge superstructure thus, affect the supporting capacity of bridge.
2. method and whole bearing (entirety) synchronization of jacking up replacing method are changed in portion of standoff (or by pier) 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 (entirety) synchronization of jacking up, the beam body at the whole bearing place of jacking bridge or the beam body at portion of standoff (or by pier) place simultaneously, overcomes bearing jacking one by one and changes method beam body lifting process causes damage drawback to bridge superstructure.But, the end face absolute altitude changing rear support pinner is determined according to the bearing decrement estimated, still there is the top beam body pressure that bearing finally bears different from design (expection) value, the defect that the actual elevation position of bearing replacement back rest body and desired location there are differences.
Simultaneously, method is changed in portion of standoff (or by pier) synchronization of jacking up and whole bearing (entirety) synchronization of jacking up replacing method needs a large amount of jack, tight computer hydraulic synchronous control system, accurate beam body jacking amount monitoring system, the construction control precision of beam body jacking process entails is high, difficulty is large, personnel are many, construction period is long, and bearing replacement operating expenses is expensive.
Summary of the invention
The object of the present invention is to provide a kind of bridge pad from jacking backing plate replacing options, effectively avoid the existing jacking of bearing one by one change method need lifting beam body, cause bridge superstructure to damage; Need equipment few, operating expenses is low; Freely can adjust new bearing bearing capacity; One or more bearing can be changed simultaneously.
Technical scheme of the present invention is:
Bridge pad from jacking backing plate replacing options, after adopting bracing or strutting arrangement to support bridge superstructure beam body, remove former bearing and pinner, fold at bridge pier Dun Ding or bent cap end face upper strata and be placed through wedge type block and slide and realize from the backing plate of jacking and new bearing, apply pulling force and make that the wedge type block of backing plate slides, 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, removes bracing or strutting arrangement, completes 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 H 1, the bridge pier Dun Ding or the distance size H at the bottom of bent cap end face to beam at exchanging bridge abutment place, measure the height H 2 of new bearing and use the height H 3 of Central Plains bearing, estimating the decrement ht=H2-H3 after new bearing pressurized;
1-2 walks, from jacking backing plate comprise the upper plate of inclined bottom surface, top surface inclination angle consistent with upper plate bottom surface in plate, lower plate and the pull bar by plate in screw precession, middle plate is wedge type block, and on middle plate, transverse direction is provided with screw; From the difference of jacking backing plate maximum gauge and minimum thickness, this difference is called backing plate liftable value, and backing plate liftable value should be greater than the decrement ht after the new bearing pressurized of estimation;
2nd step, site operation stage:
2-1 walks, and on the bridge pier Dun Ding at replacing time place or bent cap, will support the bridge superstructure beam body above bearing with bracing or strutting arrangement at bridge,
2-2 walks, with the concrete pinner abolished below the original bearing of equipment Removal; On bearing square beam body slightly sedimentation then drop on bracing or strutting arrangement, under two supported effects, original former bearing and pinner are 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 steel sheet pad below jacking backing plate, new bearing is made to hold out against square 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 in jacking backing plate, plate is under the pulling force effect of pull bar, slides to the gap in the middle of upper plate, lower plate and inserts, make to rise from jacking backing plate, new bearing is by jacking, the pressure bearing 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 the lifting slightly of beam body, when returning to original elevation location H, punching jack quits work; Be spun on pull bar with nut, the fixing relative position from the upper, middle and lower plate of jacking backing plate;
2-5 walks, and removes beam body supporting device, complete bearing replacement-------.
In 2-1 step, bracing or strutting arrangement should possess the strength and stiffness bearing beam body pressure, and between bridge superstructure beam body and pier, arrange two supports, 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, during bracing or strutting arrangement employing jack, can dismounting pinner before jack, bracing or strutting arrangement is made to bear beam body pressure in advance, and in dismounting pinner process, adopt the sedimentation situation of dial gage monitoring beam body, timely jack, ensure that beam body sedimentation does not occur, or make its settling amount within the tolerance band not causing bridge superstructure to damage.
In 2-1 step, adopt and land steel bracket and support 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 upper square beam body can be filled with steel sheet.
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 effectively can 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 (entirety) synchronization of jacking up and is changed method equipment complexity, somewhat expensive, and all can not ensure that top beam body pressure that bearing replacement consequence is subject to and the identical of design (expection) or beam body elevation location and desired location are mutually equal.
Compared with existing Bridge Support Replacement method, technical advantage of the present invention is as follows:
In the bearing replacement process of 1. the inventive method, the body not lifting of bridge superstructure beam or its absolute altitude only slightly move up and down in the scope of license.Effectively can avoid the drawback that the existing jacking of bearing one by one replacing method needs lifting beam body, causes bridge superstructure to damage.
2. method of changing with existing portion of standoff (or by pier) synchronization of jacking up is changed method with whole bearing (entirety) synchronization of jacking up and is compared, the inventive method does not need a large amount 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 lower.
3. by the sliding position of adjustment plate wedge type block in jacking backing plate, the elevation location bearing bridge superstructure beam body after bearing replacement can be changed, that is: bearing replacement process central sill body elevation location is adjustable, can realize the adjustment of new bearing bearing capacity thus.Effectively can overcoming that the top beam body pressure that existing highway bridge bearing replacement method bearing finally bears can not adjust, beam body elevation location can not adjust, not reaching consistent with designing (expection), finally to affect load carrying capacity of bridge defect.
4., due to not lifting bridge superstructure beam body, under the condition 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 diagram;
Fig. 2 is the structural representation from jacking backing plate;
Fig. 3 is the top view of Fig. 2;
Fig. 4 is the structural representation of bracing or strutting arrangement when supporting square beam body on 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, Bridge Support Replacement method of the present invention on the whole, for: after adopting bracing or strutting arrangement to support bridge superstructure beam body, remove former bearing (containing pinner), fold on bridge pier Dun Ding (or bent cap end face) upper strata and be placed through wedge type block and slide and realize from the steel backing plate of jacking and new bearing, apply 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, removes bracing or strutting arrangement, completes bearing replacement.
Bridge Support Replacement method of the present invention, is divided into early-stage preparations and two stages of site operation, is described below respectively 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 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 H 1 at exchanging bridge abutment place, bridge pier Dun Ding (or bent cap end face) to the distance size H at the bottom of beam, measure the height H 2 of new bearing and use the height H 3 of Central Plains bearing, estimating the decrement ht=H2-H3 after new bearing pressurized.
1-2 walk, with steel make as shown in Figure 2,3 from jacking backing plate.From jacking backing plate 10 comprise the upper plate 11 of inclined bottom surface, top surface inclination angle consistent with upper plate bottom surface in plate 12(wedge type block), lower plate 13 and the pull bar 14 by plate 12 in screw precession, middle plate 12 is laterally provided with screw.From jacking backing plate 10 by the slip of middle plate 12 between upper and lower plate 11,13, plate thickness changes thereupon, realizes the lifting of backing plate end face.The decrement ht after estimating new bearing pressurized 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 will on the bridge pier Dun Ding at replacing time place or bent cap, coordinate jack to support bridge beam body above bearing with multilayer steel plates at bridge; Or adopt and land steel bracket and other effective means and support bridge superstructure beam body above bearing.Bracing or strutting arrangement should possess the strength and stiffness bearing beam body pressure.As shown in Figure 4, arrange two supports 19 and support between bridge superstructure beam body 1 and pier 2, two support the both sides that 19 lay respectively at former bearing 3 and pinner 4.
2-2 walks, and abolishes equipment with pneumatic pick or other, the careful concrete pinner removed below original bearing.Square beam body sedimentation slightly on bearing, drop on bracing or strutting arrangement, the beam body pressure originally born by former bearing is transferred on bracing or strutting arrangement.During bracing or strutting arrangement employing jack, can dismounting pinner before jack, bracing or strutting arrangement is made to bear beam body pressure in advance, and in dismounting pinner process, adopt the sedimentation situation of dial gage monitoring beam body, timely jack, ensures that sedimentation (or making its settling amount within the tolerance band not causing bridge superstructure to damage) does not occur beam body.
As shown in Figure 5, the situation after former bearing is removed.Under supporting 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 steel sheet pad below jacking backing plate 10, new bearing 20 is made to hold out against square beam body 1 as far as possible; Also the gap of new bearing 20 and upper square beam body 1 can be filled with steel sheet.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), plate 12(wedge type block in jacking backing plate 10) under the pulling force effect of pull bar 14, slide to the gap in the middle of upper plate 11, lower plate 13, insert, make to rise from jacking backing plate 10, new bearing 20 is by jacking, the pressure bearing 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 beam body 1 lifting slightly, when returning to original elevation location H, punching jack 15 quits work; Be spun on pull bar 14 with nut 16, the fixing relative position from jacking backing plate 10 upper, middle and lower plate, also can be welded on pull bar 10 in upper plate 11, lower plate 13.
2-5 walks, and removes beam body supporting device, complete bearing replacement-------.Be illustrated in figure 7 the situation after having changed.
The advantage of hinge structure of the present invention has:
1., in bearing replacement process, bridge superstructure beam body only needs to support, and does not need the height that lifting is certain.
2. by the pulling of plate wedge type block in jacking backing plate be arranged on below new bearing, jacking, compress new bearing, complete the process that new bearing bears beam body.
3. by the sliding position of adjustment plate wedge type block in jacking backing plate, the elevation location bearing bridge superstructure beam body after bearing replacement can be changed, that is: bearing replacement process central sill body elevation location is adjustable, can realize the adjustment of new bearing bearing capacity thus.
4., under the condition not damaging bridge superstructure, once one or more bearing can be changed.
Claims (8)
1. bridge pad from jacking backing plate replacing options, it is characterized in that: after adopting bracing or strutting arrangement to support bridge superstructure beam body, remove former bearing and pinner, fold at bridge pier Dun Ding or bent cap end face upper strata and be placed through wedge type block and slide and realize from the backing plate of jacking and new bearing, apply pulling force and make that the wedge type block of backing plate slides, 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, removes bracing or strutting arrangement, completes 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 H 1, the bridge pier Dun Ding or the distance size H at the bottom of bent cap end face to beam at exchanging bridge abutment place, measure the height H 2 of new bearing and use the height H 3 of Central Plains bearing, estimating the decrement ht=H2-H3 after new bearing pressurized;
1-2 walks, from jacking backing plate comprise the upper plate of inclined bottom surface, top surface inclination angle consistent with upper plate bottom surface in plate, lower plate and the pull bar by plate in screw precession, middle plate is wedge type block, and on middle plate, transverse direction is provided with screw; From the difference of jacking backing plate maximum gauge and minimum thickness, this difference is called backing plate liftable value, and backing plate liftable value should be greater than the decrement ht after the new bearing pressurized of estimation;
2nd step, site operation stage:
2-1 walks, and on the bridge pier Dun Ding at replacing time place or bent cap, will support the bridge superstructure beam body above bearing with bracing or strutting arrangement at bridge,
2-2 walks, with the concrete pinner abolished below the original bearing of equipment Removal; On bearing square beam body slightly sedimentation then drop on bracing or strutting arrangement, under two supported effects, original former bearing and pinner are 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 steel sheet pad below jacking backing plate, new bearing is made to hold out against square 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 in jacking backing plate, plate is under the pulling force effect of pull bar, slides to the gap in the middle of upper plate, lower plate and inserts, make to rise from jacking backing plate, new bearing is by jacking, the pressure bearing 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 the lifting slightly of beam body, when returning to original elevation location H, punching jack quits work; Be spun on pull bar with nut, the fixing relative position from the upper, middle and lower plate of jacking backing plate;
2-5 walks, and removes beam body supporting device, complete bearing replacement-------.
2. bridge pad according to claim 1 from jacking backing plate replacing options, it is characterized in that: in 2-1 step, bracing or strutting arrangement should possess the strength and stiffness bearing beam body pressure, between bridge superstructure beam body and pier, arrange two supports, two supports lay respectively at the both sides of former bearing and pinner.
3. bridge pad according to claim 1 and 2 from jacking backing plate replacing options, it is characterized in that: 2-1 step in, with multilayer steel plates coordinate jack support bridge beam body above bearing.
4. bridge pad according to claim 3 from jacking backing plate replacing options, it is characterized in that: 2-2 walks, during bracing or strutting arrangement employing jack, can before dismounting pinner jack, make bracing or strutting arrangement bear beam body pressure in advance, and in dismounting pinner process, adopt the sedimentation situation of dial gage monitoring beam body, timely jack, ensures that beam body sedimentation does not occur, or makes its settling amount within the tolerance band not causing bridge superstructure to damage.
5. bridge pad according to claim 1 and 2 from jacking backing plate replacing options, it is characterized in that: in 2-1 step, adopt and land steel bracket and support bridge superstructure beam body above bearing.
6. bridge pad according to claim 1 and 2 from jacking backing plate replacing options, it is characterized in that: 2-3 walk, when new bearing is overlayed on jacking backing plate; Also the gap of new bearing and upper square beam body can be filled with steel sheet.
7. bridge pad according to claim 1 and 2 from jacking backing plate replacing options, it is characterized in that: the equipment of abolishing is pneumatic pick.
8. bridge pad according to claim 1 and 2 from jacking backing plate replacing options, it is characterized in that: in 2-4 step, fixing when the relative position of the upper, middle and lower plate of jacking backing plate, pull bar to be 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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| CN201410846065.8A CN104562924B (en) | 2014-12-31 | 2014-12-31 | Bridge pad from jacking backing plate replacing options |
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| CN104562924B CN104562924B (en) | 2016-08-24 |
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Cited By (15)
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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 |
| CN105544765A (en) * | 2016-01-26 | 2016-05-04 | 广州大学 | Bi-directional slide rail supporting base applicable to quality tuning control system |
| 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 |
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| CN108751026A (en) * | 2018-07-12 | 2018-11-06 | 肖松南 | A kind of jack and jacking apparatus for bridge jacking |
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| CN110453594A (en) * | 2019-09-06 | 2019-11-15 | 郑州航空工业管理学院 | A kind of adjustable Bridge Support Replacement method of support 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 |
| CN112629715A (en) * | 2020-12-18 | 2021-04-09 | 成都济通路桥科技有限公司 | Replacement method convenient for replacing sensing device |
| CN113321146A (en) * | 2021-06-09 | 2021-08-31 | 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 |
| CN113502735A (en) * | 2021-07-26 | 2021-10-15 | 中南大学 | Bridge beam supports height control system |
| CN113699880A (en) * | 2021-08-25 | 2021-11-26 | 江苏泊翔结构加固工程有限公司 | Single support supporting structure for bridge and replacing method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2415054Y (en) * | 2000-04-26 | 2001-01-17 | 黄茂忠 | Adjustable height steel support for dynamometry |
| KR20040076348A (en) * | 2003-02-25 | 2004-09-01 | 주식회사 오케이컨설턴트 | Apparatus and method for pulling up and prevention of falling down of bridge beam |
| CN101514541A (en) * | 2009-03-25 | 2009-08-26 | 中铁二十一局集团第三工程有限公司 | One-time leveling method for installation of large bridge support |
| JP2012026164A (en) * | 2010-07-23 | 2012-02-09 | Yokohama Rubber Co Ltd:The | Bridge support structure |
| CN103882808A (en) * | 2013-12-26 | 2014-06-25 | 浙江金筑交通建设有限公司 | Ramp bridge and main bridge connecting and erecting prefabricated beam supply system and construction method thereof |
-
2014
- 2014-12-31 CN CN201410846065.8A patent/CN104562924B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2415054Y (en) * | 2000-04-26 | 2001-01-17 | 黄茂忠 | Adjustable height steel support for dynamometry |
| KR20040076348A (en) * | 2003-02-25 | 2004-09-01 | 주식회사 오케이컨설턴트 | Apparatus and method for pulling up and prevention of falling down of bridge beam |
| CN101514541A (en) * | 2009-03-25 | 2009-08-26 | 中铁二十一局集团第三工程有限公司 | One-time leveling method for installation of large bridge support |
| JP2012026164A (en) * | 2010-07-23 | 2012-02-09 | Yokohama Rubber Co Ltd:The | Bridge support structure |
| CN103882808A (en) * | 2013-12-26 | 2014-06-25 | 浙江金筑交通建设有限公司 | Ramp bridge and main bridge connecting and erecting prefabricated beam supply system and construction method thereof |
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