CN108797382A - Old bridge Integral synchronous jacks heightening construction method - Google Patents
Old bridge Integral synchronous jacks heightening construction method Download PDFInfo
- Publication number
- CN108797382A CN108797382A CN201810397045.5A CN201810397045A CN108797382A CN 108797382 A CN108797382 A CN 108797382A CN 201810397045 A CN201810397045 A CN 201810397045A CN 108797382 A CN108797382 A CN 108797382A
- Authority
- CN
- China
- Prior art keywords
- jack
- jacking
- bridge
- cap
- pinner
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses old bridge Integral synchronous to jack heightening construction method, includes the following steps：(1) prepare before construction；(2) arrangement of jack；(3) installation of steel corbel；(4) examination jacking；(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, jack is made to rotate, when the error amount that the displacement data of the corresponding jack of two abutments is shown is within 10mm, the synchronous error of jack is adjusted by flow divider current limliting；When jack stroke reaches warning scale, electric oil pump is shut down in time；(6) jacking monitoring；(7) temporary support carries；(8) pinner and bearing are installed；(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, and completion of discharge checks whether the combination between beam bottom and bearing is close；(10) jack-up system is removed.The present invention, which can realize, quickly and safely jacks old bridge, and then increases old bridge.
Description
【Technical field】
The invention belongs to old bridge management domain, more particularly to old bridge Integral synchronous jacks heightening construction method.
【Background technology】
A large amount of with highway in China build, and more original road has reached or has been more than design life, needs
Original road is renovated.Retreading road common type predominantly overlays after carrying out disease disposition to former concrete road surface
Bituminous paving.So some are still just needed in the upper structure of the built bridge of service life in the section that these grade elevations are raised
And then to increase, to be connected with new smooth-going of repairing roads.How structure on bridge safely, quickly, easily to be jacked, becomes old bridge
Jack the main contents increased.
As rebuilding old road engineering is on the increase, the extensive of every construction technology is pushed, will be had using advanced engineering method
The guide item of effect improves construction level, and high-quality and efficient engineering construction of completing will to the rebuilding old road and reconstruction and extension project in my area
Play major and immediate significance.
【Invention content】
Difficult point for the above-mentioned prior art, the present invention provide old bridge Integral synchronous and jack heightening construction method, the present invention
Expansion joint and dividing strip are first removed before construction, this longitudinal limiting device and horizontal limit devices；Then pass through arrangement thousand
Jin top and installation steel corbel；Examination jacking first is carried out to jack, jacking is being synchronized after trial operation qualification；In the mistake of jacking
This 4 aspects are observed in journey to pier settlement observation, the test of soffit absolute altitude, the observation of beam lateral displacement and beam length travel to carry out
Monitoring；Then temporary support carrying, installation pinner are carried out and bearing, unloading fall beam and jack-up system is removed.The present invention can be real
Now old bridge is quickly and safely jacked, and then increases old bridge.
To solve the above problems, the technical solution adopted in the present invention is：Old bridge Integral synchronous jacks heightening construction method,
Include the following steps：
(1) prepare before construction：Before construction, first take down the old bridge expansion joint and cleaning median strip, makes the constrained solution of old bridge
It removes；
Longitudinal limiting device is set at expansion joint；
Horizontal limit devices are set at old bridge abutment block, bent cap and beam slab：Beam slab is embedded in using the steel plate of 5mm thickness
The gaps 3mm are reserved in gap between block, and the one side of steel plate towards beam body smears one layer of smooth butter, to ensure beam body top
It is not in excessive deviation to rise after coming；
(2) arrangement of jack：Jack is arranged in the lower end of beam slab, avoids weak location and is symmetrical arranged, to prevent attached
Beam slab caused by moment of flexure is added to crack；
(3) installation of steel corbel：According to the arrangement of jack, first implantation anchors steel on abutment platform cap or bent cap
Muscle installs steel corbel in the bottom of jack, forms reaction frame after intensity reaches requirement；
(4) examination jacking：After jack installs, examination top is proceeded by, is stopped in beam slab formal jack-up not yet,
And 10min observations are parked without synchronization of jacking up is just started after any problem, in order to eliminate the inelastic deformation of support；
(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, so that jack is rotated, when two
When the error amount that the displacement data of the corresponding jack of a abutment is shown is within 10mm, passes through flow divider current limliting and adjust jack
Synchronous error；When jack stroke reaches warning scale, electric oil pump is shut down in time；Abutment platform cap and bridge bottom plate it
Between hinge seam position accomplish fluently temporary support；
(6) jacking monitoring：Using displacement sensor for pull rope monitoring through jacking overall process, monitoring process is to following four
Aspect is monitored：
Pier settlement observation：Cushion cap settlement observation system is set to react pier Deposition Situation, makes arranging accordingly in time
It applies；
Soffit level measurement：By disposing displacement sensor for pull rope to be transferred to computer in corresponding position, carry out real-time
The jacking speed of monitoring, in time adjustment each group jack；
Beam lateral displacement is observed：Before jacking, theodolite is set up outside the beam body range of jacking, lateral position is set on bridge floor
Observation point is moved, observes the lateral displacement situation of beam body during jacking at any time, early warning value is set as 4~5mm；
Beam length travel is observed：By beam-ends dispose steel corbel with it is new connect plateau cap and offset do longitudinal spacing, limit ox
Leg and new connect between plateau cap have the gaps 3mm, and the feelings of beam body vertical shift are detected by observing the variation of gap length during jacking
Condition；
(7) temporary support carries：According to the design top lifting height of this bridge block, according to above-mentioned jacking operation and control method pair
Bridge is jacked, and after reaching design top lifting height, is synchronized in pressure release to temporary support to all jack；
(8) pinner and bearing are installed：When top lifting height reaches design height, new pinner is installed in the bonding of former support position,
If lead to unstable new pinner installation or deviation because of abutment platform cap injustice, new pad is aligned using chipping platform cap or point plug steel plate
Stone；
Using " diesis method " location and installation bearing：Support position right-angled intersection center line is marked on new pinner, is being propped up
Also right-angled intersection center line is put on seat, after bearing is mounted on new pinner, so that the crossing center line of the two is overlapped, while really
The center line for protecting bearing coincides with the design position center line on abutment；
(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, and completion of discharge checks beam bottom and branch
Whether the combination between seat is close, until jacking leveling support is adjusted and reaches requirement again if not close；
(10) jack-up system is removed：Pipeline, other attachmentes and the jack for removing hydraulic system, in strict accordance with safety operation
The order of regulation from top to bottom removes the entire landing stage of scaffold.
The invention has the advantages that：
1., the present invention use multiple spot jack Integral synchronous jacking construction process, ensure bridge superstructure globality not
It is destroyed, ensures bridge structure safe；It is easy to operate, speed of application is fast.
2, jack fulcrum uses the reaction frame that steel corbel is installed in abutment, bent cap in the present invention；Easy for installation, position control
High, the whole stress of precision processed is good, to bridge bottom application work strong environmental adaptability.
3, the present invention carries out half range single span integral top lifting construction, the feelings that can be open to traffic in other half range using half range close traffic
Carry out under condition, does not influence road traffic.
4, for construction overall process of the present invention by computer data monitoring, Dynamic Announce, process adjusting is convenient and safely controllable.
【Specific implementation mode】
Embodiment 1：
Old bridge Integral synchronous jacks heightening construction method, it is characterised in that：Include the following steps：
(1) prepare before construction：Before construction, first take down the old bridge expansion joint and cleaning median strip, makes the constrained solution of old bridge
It removes；
Longitudinal limiting device is set at expansion joint；
Horizontal limit devices are set at old bridge abutment block, bent cap and beam slab：Beam slab is embedded in using the steel plate of 5mm thickness
The gaps 3mm are reserved in gap between block, and the one side of steel plate towards beam body smears one layer of smooth butter, to ensure beam body top
It is not in excessive deviation to rise after coming；
(2) arrangement of jack：Jack is arranged in the lower end of beam slab, avoids weak location and is symmetrical arranged, to prevent attached
Beam slab caused by moment of flexure is added to crack；
(3) installation of steel corbel：According to the arrangement of jack, first implantation anchors steel on abutment platform cap or bent cap
Muscle installs steel corbel in the bottom of jack, forms reaction frame after intensity reaches requirement；
(4) examination jacking：After jack installs, examination top is proceeded by, is stopped in beam slab formal jack-up not yet,
And 10min observations are parked without synchronization of jacking up is just started after any problem, in order to eliminate the inelastic deformation of support；
(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, so that jack is rotated, when two
When the error amount that the displacement data of the corresponding jack of a abutment is shown is within 10mm, passes through flow divider current limliting and adjust jack
Synchronous error；When jack stroke reaches warning scale, electric oil pump is shut down in time；Abutment platform cap and bridge bottom plate it
Between hinge seam position accomplish fluently temporary support；
(6) jacking monitoring：Using displacement sensor for pull rope monitoring through jacking overall process, monitoring process is to following four
Aspect is monitored：
Pier settlement observation：Cushion cap settlement observation system is set to react pier Deposition Situation, makes arranging accordingly in time
It applies；
Soffit level measurement：By disposing displacement sensor for pull rope to be transferred to computer in corresponding position, carry out real-time
The jacking speed of monitoring, in time adjustment each group jack；
Beam lateral displacement is observed：Before jacking, theodolite is set up outside the beam body range of jacking, lateral position is set on bridge floor
Observation point is moved, observes the lateral displacement situation of beam body during jacking at any time, early warning value is set as 4mm；
Beam length travel is observed：By beam-ends dispose steel corbel with it is new connect plateau cap and offset do longitudinal spacing, limit ox
Leg and new connect between plateau cap have the gaps 3mm, and the feelings of beam body vertical shift are detected by observing the variation of gap length during jacking
Condition；
(7) temporary support carries：According to the design top lifting height of this bridge block, according to above-mentioned jacking operation and control method pair
Bridge is jacked, and after reaching design top lifting height, is synchronized in pressure release to temporary support to all jack；
(8) pinner and bearing are installed：When top lifting height reaches design height, new pinner is installed in the bonding of former support position,
If lead to unstable new pinner installation or deviation because of abutment platform cap injustice, new pad is aligned using chipping platform cap or point plug steel plate
Stone；
Using " diesis method " location and installation bearing：Support position right-angled intersection center line is marked on new pinner, is being propped up
Also right-angled intersection center line is put on seat, after bearing is mounted on new pinner, so that the crossing center line of the two is overlapped, while really
The center line for protecting bearing coincides with the design position center line on abutment；
(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, and completion of discharge checks beam bottom and branch
Whether the combination between seat is close, until jacking leveling support is adjusted and reaches requirement again if not close；
(10) jack-up system is removed：Pipeline, other attachmentes and the jack for removing hydraulic system, in strict accordance with safety operation
The order of regulation from top to bottom removes the entire landing stage of scaffold.
Embodiment 2：
Old bridge Integral synchronous jacks heightening construction method, it is characterised in that：Include the following steps：
(1) prepare before construction：Before construction, first take down the old bridge expansion joint and cleaning median strip, makes the constrained solution of old bridge
It removes；
Longitudinal limiting device is set at expansion joint；
Horizontal limit devices are set at old bridge abutment block, bent cap and beam slab：Beam slab is embedded in using the steel plate of 5mm thickness
The gaps 3mm are reserved in gap between block, and the one side of steel plate towards beam body smears one layer of smooth butter, to ensure beam body top
It is not in excessive deviation to rise after coming；
(2) arrangement of jack：Jack is arranged in the lower end of beam slab, avoids weak location and is symmetrical arranged, to prevent attached
Beam slab caused by moment of flexure is added to crack；
(3) installation of steel corbel：According to the arrangement of jack, first implantation anchors steel on abutment platform cap or bent cap
Muscle installs steel corbel in the bottom of jack, forms reaction frame after intensity reaches requirement；
(4) examination jacking：After jack installs, examination top is proceeded by, is stopped in beam slab formal jack-up not yet,
And 10min observations are parked without synchronization of jacking up is just started after any problem, in order to eliminate the inelastic deformation of support；
(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, so that jack is rotated, when two
When the error amount that the displacement data of the corresponding jack of a abutment is shown is within 10mm, passes through flow divider current limliting and adjust jack
Synchronous error；When jack stroke reaches warning scale, electric oil pump is shut down in time；Abutment platform cap and bridge bottom plate it
Between hinge seam position accomplish fluently temporary support；
(6) jacking monitoring：Using displacement sensor for pull rope monitoring through jacking overall process, monitoring process is to following four
Aspect is monitored：
Pier settlement observation：Cushion cap settlement observation system is set to react pier Deposition Situation, makes arranging accordingly in time
It applies；
Soffit level measurement：By disposing displacement sensor for pull rope to be transferred to computer in corresponding position, carry out real-time
The jacking speed of monitoring, in time adjustment each group jack；
Beam lateral displacement is observed：Before jacking, theodolite is set up outside the beam body range of jacking, lateral position is set on bridge floor
Observation point is moved, observes the lateral displacement situation of beam body during jacking at any time, early warning value is set as 4.5mm；
Beam length travel is observed：By beam-ends dispose steel corbel with it is new connect plateau cap and offset do longitudinal spacing, limit ox
Leg and new connect between plateau cap have the gaps 3mm, and the feelings of beam body vertical shift are detected by observing the variation of gap length during jacking
Condition；
(7) temporary support carries：According to the design top lifting height of this bridge block, according to above-mentioned jacking operation and control method pair
Bridge is jacked, and after reaching design top lifting height, is synchronized in pressure release to temporary support to all jack；
(8) pinner and bearing are installed：When top lifting height reaches design height, new pinner is installed in the bonding of former support position,
If lead to unstable new pinner installation or deviation because of abutment platform cap injustice, new pad is aligned using chipping platform cap or point plug steel plate
Stone；
Using " diesis method " location and installation bearing：Support position right-angled intersection center line is marked on new pinner, is being propped up
Also right-angled intersection center line is put on seat, after bearing is mounted on new pinner, so that the crossing center line of the two is overlapped, while really
The center line for protecting bearing coincides with the design position center line on abutment；
(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, and completion of discharge checks beam bottom and branch
Whether the combination between seat is close, until jacking leveling support is adjusted and reaches requirement again if not close；
(10) jack-up system is removed：Pipeline, other attachmentes and the jack for removing hydraulic system, in strict accordance with safety operation
The order of regulation from top to bottom removes the entire landing stage of scaffold.
Embodiment 3：
Old bridge Integral synchronous jacks heightening construction method, it is characterised in that：Include the following steps：
(1) prepare before construction：Before construction, first take down the old bridge expansion joint and cleaning median strip, makes the constrained solution of old bridge
It removes；
Longitudinal limiting device is set at expansion joint；
Horizontal limit devices are set at old bridge abutment block, bent cap and beam slab：Beam slab is embedded in using the steel plate of 5mm thickness
The gaps 3mm are reserved in gap between block, and the one side of steel plate towards beam body smears one layer of smooth butter, to ensure beam body top
It is not in excessive deviation to rise after coming；
(2) arrangement of jack：Jack is arranged in the lower end of beam slab, avoids weak location and is symmetrical arranged, to prevent attached
Beam slab caused by moment of flexure is added to crack；
(3) installation of steel corbel：According to the arrangement of jack, first implantation anchors steel on abutment platform cap or bent cap
Muscle installs steel corbel in the bottom of jack, forms reaction frame after intensity reaches requirement；
(4) examination jacking：After jack installs, examination top is proceeded by, is stopped in beam slab formal jack-up not yet,
And 10min observations are parked without synchronization of jacking up is just started after any problem, in order to eliminate the inelastic deformation of support；
(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, so that jack is rotated, when two
When the error amount that the displacement data of the corresponding jack of a abutment is shown is within 10mm, passes through flow divider current limliting and adjust jack
Synchronous error；When jack stroke reaches warning scale, electric oil pump is shut down in time；Abutment platform cap and bridge bottom plate it
Between hinge seam position accomplish fluently temporary support；
(6) jacking monitoring：Using displacement sensor for pull rope monitoring through jacking overall process, monitoring process is to following four
Aspect is monitored：
Pier settlement observation：Cushion cap settlement observation system is set to react pier Deposition Situation, makes arranging accordingly in time
It applies；
Soffit level measurement：By disposing displacement sensor for pull rope to be transferred to computer in corresponding position, carry out real-time
The jacking speed of monitoring, in time adjustment each group jack；
Beam lateral displacement is observed：Before jacking, theodolite is set up outside the beam body range of jacking, lateral position is set on bridge floor
Observation point is moved, observes the lateral displacement situation of beam body during jacking at any time, early warning value is set as 5mm；
Beam length travel is observed：By beam-ends dispose steel corbel with it is new connect plateau cap and offset do longitudinal spacing, limit ox
Leg and new connect between plateau cap have the gaps 3mm, and the feelings of beam body vertical shift are detected by observing the variation of gap length during jacking
Condition；
(7) temporary support carries：According to the design top lifting height of this bridge block, according to above-mentioned jacking operation and control method pair
Bridge is jacked, and after reaching design top lifting height, is synchronized in pressure release to temporary support to all jack；
(8) pinner and bearing are installed：When top lifting height reaches design height, new pinner is installed in the bonding of former support position,
If lead to unstable new pinner installation or deviation because of abutment platform cap injustice, new pad is aligned using chipping platform cap or point plug steel plate
Stone；
Using " diesis method " location and installation bearing：Support position right-angled intersection center line is marked on new pinner, is being propped up
Also right-angled intersection center line is put on seat, after bearing is mounted on new pinner, so that the crossing center line of the two is overlapped, while really
The center line for protecting bearing coincides with the design position center line on abutment；
(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, and completion of discharge checks beam bottom and branch
Whether the combination between seat is close, until jacking leveling support is adjusted and reaches requirement again if not close；
(10) jack-up system is removed：Pipeline, other attachmentes and the jack for removing hydraulic system, in strict accordance with safety operation
The order of regulation from top to bottom removes the entire landing stage of scaffold.
Above description is the detailed description for the present invention preferably possible embodiments, but embodiment is not limited to this hair
Bright patent claim, it is all the present invention suggested by technical spirit under completed same changes or modifications change, should all belong to
In the covered the scope of the claims of the present invention.
Claims (1)
1. old bridge Integral synchronous jacks heightening construction method, it is characterised in that：Include the following steps：
(1) prepare before construction：Before construction, first take down the old bridge expansion joint and cleaning median strip, makes the constraint release of old bridge；
Longitudinal limiting device is set at expansion joint；
Horizontal limit devices are set at old bridge abutment block, bent cap and beam slab：Using the steel plate insertion beam slab and gear of 5mm thickness
The gaps 3mm are reserved in gap between block, and the one side of steel plate towards beam body smears one layer of smooth butter, to ensure that beam body jacks
Be not in excessive deviation after coming；
(2) arrangement of jack：Jack is arranged in the lower end of beam slab, avoids weak location and is symmetrical arranged, to prevent additional curved
Beam slab caused by square cracks；
(3) installation of steel corbel：According to the arrangement of jack, it first is implanted into anchor bar on abutment platform cap or bent cap, is waited for
After intensity reaches requirement, steel corbel is installed in the bottom of jack, forms reaction frame；
(4) examination jacking：After jack installs, examination top is proceeded by, is stopped in beam slab formal jack-up not yet, and stop
10min observations are put without synchronization of jacking up is just started after any problem, in order to eliminate the inelastic deformation of support；
(5) it jacks：It is carried out in the form of the jacking of half range full bridge synchronous, starts electric oil pump, so that jack is rotated, when two bridges
When the error amount that the displacement data of the corresponding jack of platform is shown is within 10mm, the same of jack is adjusted by flow divider current limliting
Walk error；When jack stroke reaches warning scale, electric oil pump is shut down in time；Between abutment platform cap and bridge bottom plate
Temporary support is accomplished fluently in hinge seam position；
(6) jacking monitoring：Using displacement sensor for pull rope monitoring through jacking overall process, monitoring process is in terms of following four
It is monitored：
Pier settlement observation：Cushion cap settlement observation system is set to react pier Deposition Situation, makes corresponding measure in time；
Soffit level measurement：By disposing displacement sensor for pull rope to be transferred to computer in corresponding position, carry out monitoring in real time,
The jacking speed of adjustment each group jack in time；
Beam lateral displacement is observed：Before jacking, theodolite is set up outside the beam body range of jacking, lateral displacement is set on bridge floor and is seen
Measuring point, observes the lateral displacement situation of beam body at any time during jacking, early warning value is set as 4~5mm；
Beam length travel is observed：By beam-ends dispose steel corbel with it is new connect plateau cap and offset do longitudinal spacing, limit bracket with
New connect between plateau cap has the gaps 3mm, by observing the variation of gap length come the case where detecting beam body vertical shift during jacking；
(7) temporary support carries：According to the design top lifting height of this bridge block, according to above-mentioned jacking operation and control method to bridge
It is jacked, after reaching design top lifting height, all jack is synchronized in pressure release to temporary support；
(8) pinner and bearing are installed：When top lifting height reaches design height, new pinner is installed in the bonding of former support position, if because
When abutment platform cap injustice leads to unstable new pinner installation or deviation, new pinner is aligned using chipping platform cap or point plug steel plate；
Using " diesis method " location and installation bearing：Support position right-angled intersection center line is marked on new pinner, on bearing
Also right-angled intersection center line is put on, after bearing is mounted on new pinner, so that the crossing center line of the two is overlapped, while ensuring to prop up
The center line of seat coincides with the design position center line on abutment；
(9) unloading falls beam：Unloading falls beam from top to bottom by the way of load shedding, completion of discharge, check beam bottom and bearing it
Between combination it is whether close, until jacking leveling support is adjusted and reaches requirement again if not close；
(10) jack-up system is removed：Pipeline, other attachmentes and the jack for removing hydraulic system, in strict accordance with safety regulation for operations
Order from top to bottom removes the entire landing stage of scaffold.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810397045.5A CN108797382A (en) | 2018-04-28 | 2018-04-28 | Old bridge Integral synchronous jacks heightening construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810397045.5A CN108797382A (en) | 2018-04-28 | 2018-04-28 | Old bridge Integral synchronous jacks heightening construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108797382A true CN108797382A (en) | 2018-11-13 |
Family
ID=64093492
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810397045.5A Pending CN108797382A (en) | 2018-04-28 | 2018-04-28 | Old bridge Integral synchronous jacks heightening construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108797382A (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
| CN110424244A (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 steel pipe concrete bowstring arch bridge jack-up construction method |
| CN111188283A (en) * | 2020-03-05 | 2020-05-22 | 陕西路桥集团有限公司 | Method for integrally and synchronously jacking and falling steel bridge |
| CN112030782A (en) * | 2020-08-19 | 2020-12-04 | 中交路桥建设有限公司 | Construction method for jacking old bridge by using replacement support |
| CN112144406A (en) * | 2020-09-15 | 2020-12-29 | 中国电建市政建设集团有限公司 | Construction method for replacing support by integrally and synchronously jacking bridge |
| CN112663519A (en) * | 2020-12-22 | 2021-04-16 | 中国十九冶集团有限公司 | Construction method for replacing bridge support through multipoint synchronous jacking |
| CN113216014A (en) * | 2021-04-26 | 2021-08-06 | 浙江交工集团股份有限公司 | Construction method of viaduct slope-adjusting elevated-junction jacking structure |
| CN114164775A (en) * | 2021-12-28 | 2022-03-11 | 四川交大工程检测咨询有限公司 | Fine adjustment and rejuvenation method based on bridge track defect elimination jacking process |
| 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 |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201553992U (en) * | 2009-12-17 | 2010-08-18 | 杭州市市政工程集团有限公司 | Device for jacking whole body of box girder |
| CN102704413A (en) * | 2012-06-25 | 2012-10-03 | 上海同罡建筑工程有限公司 | Construction method for jacking arch bridge |
| CN102808383A (en) * | 2012-07-30 | 2012-12-05 | 中交第三航务工程局有限公司 | Construction process for back-sloping and jacking curved bridge |
| CN103726450A (en) * | 2013-12-26 | 2014-04-16 | 武汉二航路桥特种工程有限责任公司 | Simply-supported slab bridge jack-up method and height-adjustable combined cushion structure applied therein |
| CN104562924A (en) * | 2014-12-31 | 2015-04-29 | 郑州航空工业管理学院 | Self-elevating base plate change method for bridge support |
| CN204940142U (en) * | 2015-08-18 | 2016-01-06 | 顾建华 | A kind of bridge jacking support |
-
2018
- 2018-04-28 CN CN201810397045.5A patent/CN108797382A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201553992U (en) * | 2009-12-17 | 2010-08-18 | 杭州市市政工程集团有限公司 | Device for jacking whole body of box girder |
| CN102704413A (en) * | 2012-06-25 | 2012-10-03 | 上海同罡建筑工程有限公司 | Construction method for jacking arch bridge |
| CN102808383A (en) * | 2012-07-30 | 2012-12-05 | 中交第三航务工程局有限公司 | Construction process for back-sloping and jacking curved bridge |
| CN103726450A (en) * | 2013-12-26 | 2014-04-16 | 武汉二航路桥特种工程有限责任公司 | Simply-supported slab bridge jack-up method and height-adjustable combined cushion structure applied therein |
| CN104562924A (en) * | 2014-12-31 | 2015-04-29 | 郑州航空工业管理学院 | Self-elevating base plate change method for bridge support |
| CN204940142U (en) * | 2015-08-18 | 2016-01-06 | 顾建华 | A kind of bridge jacking support |
Non-Patent Citations (3)
| Title |
|---|
| 学术期刊网旗舰店: "https://wenku.baidu.com/view/454788326c85ec3a87c2c5b0.html?fr=search ，《百度文库》，学术期刊网旗舰店，全文", 《百度文库》 * |
| 维普网: "https://wenku.baidu.com/view/e78ca27af242336c1eb95eab.html?fr=search，《百度文库》，维普网，全文", 《百度文库》 * |
| 路桥小伙子: "https://wenku.baidu.com/view/7699d7a0a417866fb94a8e8f.html?fr=search，《百度文库》，路桥小伙子，第1页至第10页", 《百度文库》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109778721A (en) * | 2019-02-13 | 2019-05-21 | 中铁八局集团第二工程有限公司 | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation |
| CN110424244A (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 steel pipe concrete bowstring arch bridge jack-up construction method |
| CN110424244B (en) * | 2019-08-08 | 2021-06-18 | 中铁二十局集团第一工程有限公司 | Large-span steel pipe concrete tied arch bridge jacking construction method |
| CN111188283A (en) * | 2020-03-05 | 2020-05-22 | 陕西路桥集团有限公司 | Method for integrally and synchronously jacking and falling steel bridge |
| CN112030782A (en) * | 2020-08-19 | 2020-12-04 | 中交路桥建设有限公司 | Construction method for jacking old bridge by using replacement support |
| CN112030782B (en) * | 2020-08-19 | 2022-03-04 | 中交路桥建设有限公司 | Construction method for jacking old bridge by using replacement support |
| CN112144406A (en) * | 2020-09-15 | 2020-12-29 | 中国电建市政建设集团有限公司 | Construction method for replacing support by integrally and synchronously jacking bridge |
| CN112663519A (en) * | 2020-12-22 | 2021-04-16 | 中国十九冶集团有限公司 | Construction method for replacing bridge support through multipoint synchronous jacking |
| CN113216014A (en) * | 2021-04-26 | 2021-08-06 | 浙江交工集团股份有限公司 | Construction method of viaduct slope-adjusting elevated-junction jacking structure |
| CN114164775A (en) * | 2021-12-28 | 2022-03-11 | 四川交大工程检测咨询有限公司 | Fine adjustment and rejuvenation method based on bridge track defect elimination jacking process |
| 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 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108797382A (en) | Old bridge Integral synchronous jacks heightening construction method | |
| CN104562924B (en) | Bridge pad from jacking backing plate replacing options | |
| CN103757993B (en) | High-speed railway subgrade sedimentation repair system and method | |
| CN101230563B (en) | Method for replacing bridge bearing without traffic interruption and special device thereof | |
| CN106087757B (en) | A high position in box beam erection falls beam construction method | |
| CN106284079A (en) | A kind of bridge break post replace classification synchronize integral jacking construction method | |
| CN109778721A (en) | Synchronization of jacking up bridge top and the bottom structure carries out the method that bridge increases transformation | |
| CN106758887A (en) | The whole bridge decentralization method for dismounting of continuous bridge | |
| CN110195382B (en) | Roadbed structure and method for lifting track structure by adopting same | |
| CN105735139A (en) | Supporting system for construction of cast-in-situ box beam in overpass and construction method of box beam | |
| CN110629675A (en) | Cast-in-place pier top rotating and cantilever pouring combined construction method for continuous beam support | |
| KR20160085086A (en) | Settlement adjusting apparatus and settlement adjusting maintenance method for earthwork connecting portion | |
| CN105507168A (en) | Multi-span box girder integral ultrahigh alternate jacking construction system and method | |
| CN103726450A (en) | Simply-supported slab bridge jack-up method and height-adjustable combined cushion structure applied therein | |
| CN107724254A (en) | The synchronization of jacking up of construction of bridge T beam changes construction method with making | |
| KR101575858B1 (en) | A recovering device and procedure for a differential settlement building | |
| CN114164775B (en) | Fine adjustment and rejuvenation method based on bridge track defect elimination jacking process | |
| CN111236089A (en) | Uneven jacking system and uneven jacking construction method for existing bridge superstructure | |
| CN110359373B (en) | Beam body deviation rectifying method for portal pier bridge | |
| CN111827138A (en) | Construction method for replacing disc type support of plate type support in rail transit | |
| CN117738032A (en) | Ballastless track temporary supporting structure and ballastless track deformation renovation method | |
| CN114086485B (en) | Construction method for replacing large-span high-speed rail continuous beam support | |
| CN103147402A (en) | Support device for constructing continuous box girder bridge and elevation adjusting method | |
| KR100865752B1 (en) | Shift method of bridge bearing of railroad | |
| CN215714290U (en) | Construction structure for settling, lifting and rectifying ballastless track |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20181113 |
|
| RJ01 | Rejection of invention patent application after publication |