CN114561881A - Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge - Google Patents
Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge Download PDFInfo
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- CN114561881A CN114561881A CN202210264991.9A CN202210264991A CN114561881A CN 114561881 A CN114561881 A CN 114561881A CN 202210264991 A CN202210264991 A CN 202210264991A CN 114561881 A CN114561881 A CN 114561881A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
Abstract
The invention discloses a longitudinal deviation rectifying and resetting method suitable for a soft soil foundation bridge, which relates to the technical field of bridge maintenance, and comprises box girder deviation rectifying and pier column deviation rectifying which are synchronously carried out; the temporary bracket locking device is arranged on the pier top, so that the deviation of the pier stud is corrected while the box girder is corrected, the problem of synchronous correction of the upper part and the lower part of the bridge is solved, and the effect of correction is ensured; the deviation correcting process of the invention is concentrated on the bridge body, no external building is needed to assist in the process of force application, the construction period is short, the influence on the outside is small, and the cost is low.
Description
Technical Field
The invention relates to the technical field of bridge maintenance, in particular to a longitudinal deviation rectifying and resetting method suitable for a soft soil foundation bridge.
Background
The soft soil foundation has the characteristics of poor physical and mechanical properties, high water content, large pore ratio, low strength and the like, is widely distributed in coastal areas, and can generate the phenomena of upper beam body deviation, longitudinal deviation and pier column deviation under the influence of factors such as historical stacking, underpass auxiliary road heavy traffic, extreme weather, river channel excavation unloading, perennial dynamic load accumulation and the like of a bridge constructed in a soft soil foundation area, so that the correction is required in time for ensuring the bridge structure and the operation safety.
The existing bridge deviation correcting device has certain defects on the aspect of solving the problem of deviation correction of soft soil foundation bridges, the deviation correction and resetting method after longitudinal deviation of the bridge body of the bridge with the application number of 201410068583.1 only realizes deviation correction of the upper structure of the bridge and lacks protection of the lower structure of the bridge, and the device needs to be provided with four limit nail posts, is complex in construction, occupies a large site and has large influence on road traffic. The 'bridge pier column deviation correcting device' with the application number of 201510066836.6 only realizes the deviation correction of a pier column structure at the lower part of a bridge and cannot solve the problem of simultaneous deviation of beam columns, and the 'traction type bridge deviation correcting device and construction method thereof' with the application number of 202110013844.X needs to be provided with a base for providing counter force, a traction module for providing deviation correcting load, a traction cable for transmitting load and the like when correcting deviation, so that the construction process is complex, and the base for providing counter force needs to occupy a larger field at the periphery.
To sum up, the existing bridge deviation correcting device has the problems that simultaneous deviation correction of the upper and lower part structures of the bridge cannot be taken into consideration, construction convenience and flexibility are insufficient, particularly, the problem of deviation of the soft soil foundation bridge is not effectively solved, and a longitudinal deviation correcting method for the soft soil foundation bridge is lacked.
Disclosure of Invention
The invention aims to provide a longitudinal deviation rectifying and resetting method suitable for soft soil foundation bridges, so as to solve the defects in the prior art.
A longitudinal deviation rectifying and resetting method suitable for soft soil foundation bridges comprises the following steps: including the case roof beam that goes on in step rectify with pier stud and rectify, the case roof beam is rectified and is included following step:
firstly, arranging a longitudinal deviation-correcting steel corbel reaction frame at a bridge deck expansion joint position along the longitudinal axis direction of a bridge, applying force through a horizontal jack, pushing or pulling a bridge span structure to a required direction by means of a temporary slip surface, synchronously and gradually applying thrust by the jack during deviation correction of the bridge span structure, and properly reducing the force level of each jack group after a box girder is started so as to realize balanced movement of a girder body;
secondly, connecting the jacks in parallel during rectification, pressurizing through an oil pump to ensure that the output of each jack is consistent, strictly controlling the oil pressure and the jack stroke during the rectification, ensuring the integral jacking, monitoring the longitudinal displacement of the beam body at any time through a pre-installed dial indicator, jacking for 5mm at each stage, returning oil after the jack keeps pressure and holds load for 2 hours at the maximum of each rectification displacement of 30mm, rectifying the rectification at the next stage after each pier column reaches stress balance in the middle, and putting wedge-shaped iron blocks into expansion joints at two ends to ensure that the slippage is not greater than the target rectification;
step three, in the deviation rectifying process, longitudinal horizontal thrust applied to the deviation rectifying span is transmitted to adjacent box girders, and expansion joints between the adjacent box girders are tightly propped by wedge-shaped iron blocks;
in the deviation rectifying process, arranging a specially-assigned person to monitor the box girder, the pier stud, the bearing platform and the like, observing whether abnormal changes exist, and ensuring that the box girder, the pier stud, the bearing platform and the like are uniformly jacked in the construction process and the upper structure does not crack or deviate;
the pier column deviation rectifying method comprises the following steps:
step one, preparation work: early preparation work such as longitudinal correction steel corbel reaction frame installation, jack and displacement monitoring arrangement and the like;
step two, unloading soil from a bearing platform under the pier stud, unloading the side soil covering on the deviation-rectifying advancing direction of the pier stud according to the deviation-rectifying direction, excavating to the elevation position of the bottom of the original bearing platform beam, and hollowing out the soil under the original bearing platform beam, so that the horizontal friction resistance between the bearing platform beam and the soil body is further reduced when the pier stud is rectified;
drilling pressure relief holes in the side face of the bearing platform, and drilling two rows of pressure relief holes in the side face of the bearing platform beam in the pier column deviation rectifying advancing direction so as to reduce the lateral constraint of a soil body on an original pile during pier column deviation rectifying, increase the free deformation length of the pier column and reduce the longitudinal thrust;
fourthly, mounting a locking bracket device on the pier top, mounting longitudinal deviation-rectifying and locking bracket devices on two sides of the top surface of the pier column needing deviation rectification, filling a steel plate between the locking bracket device and the original bridge transverse anti-seismic limiting block for locking to fix the pier column and the box girder, and synchronously moving the pier column and the box girder when the bridge floor longitudinally pushes and rectifies deviation;
step five, synchronously correcting the box girder and the pier stud in a grading manner, starting trial pushing after all preparation works are finished, controlling the longitudinal pushing of the bridge floor to be 5mm at each grade, controlling the longitudinal pushing amount of each grade within 30mm, maintaining the pressure and the load of a jack for 2 hours, removing the pressure of the jack, observing the displacement amount and the displacement rebound amount of the box girder and the pier stud, and repeating the steps in sequence until the correction of the pier stud and the box girder is finished;
and sixthly, grouting the pressure relief holes, filling piles with pier columns, and timely grouting and sealing the pressure relief holes in the side faces of the bearing platform after the deviation rectification is finished.
Preferably, the steel corbel reaction frame of vertically rectifying includes bottom plate, riser and set square, and bottom plate, riser and set square are the steel sheet that the model is Q235b, adopt two-sided welding between bottom plate, riser and the set square, are equipped with 6 holes one on the bottom plate.
Preferably, the longitudinal deviation-rectifying steel corbel reaction frame is arranged at an expansion joint between two sections of box girders which need to be longitudinally pulled and is arranged on the box girders, the longitudinal deviation-rectifying steel corbel reaction frame is fixed on the upper surface of the end part of the box girders in a bolt bar planting mode, a steel cross beam is arranged on the outer side of the longitudinal deviation-rectifying steel corbel reaction frame, the steel cross beams are connected through steel pull rods, and a jack is arranged between the longitudinal deviation-rectifying steel corbel reaction frame on one side of the expansion joint and the steel cross beam.
Preferably, the longitudinal deviation-rectifying steel corbel reaction frame is arranged at an expansion joint between two sections of box girders to be longitudinally pushed and is arranged on the box girders, the longitudinal deviation-rectifying steel corbel reaction frame is fixed on the upper surface of the end part of the box girders in a bolt bar planting mode, and a jack and a steel cushion block are arranged between the longitudinal deviation-rectifying steel corbel reaction frames.
Preferably, the dead-locking bracket device is manufactured by welding two sides of a steel plate with the model Q235b on two sides of the top surface of the pier column needing to be rectified, a plurality of holes II are formed in the dead-locking bracket device, and the dead-locking bracket devices on the two sides of the top surface of the pier column are connected through steel pull rods.
Preferably, in the third step of rectifying deviation of the pier stud, the pressure relief hole is formed by dry drilling to prevent the pressure relief hole from collapsing, and the hole is filled with scattered particle foam.
Preferably, in the pier column deviation rectifying step six, 25-grade ordinary portland cement is adopted for grouting, and after grouting and sealing of the pressure relief holes are completed, reinforcing treatment is performed on the bearing platform needing pile compensation, the cross section of the bearing platform is enlarged, and then the anchor rod static pressure steel pipe pile is compensated.
The invention has the advantages that:
1. the box girder deviation correction adopts the mode that a longitudinal deviation correction steel corbel reaction frame is arranged at the position of an expansion joint, and a horizontal jack pushes or pulls the box girder in the required direction, so that the force application direction is clear, and the method is simple and effective;
2. the temporary bracket locking device is arranged on the pier top, so that the deviation of the pier stud is corrected while the box girder is corrected, the problem of synchronous correction of the upper part and the lower part of the bridge is solved, and the effect of correction is ensured;
3. the deviation correcting process of the invention is concentrated on the bridge body, no external building is needed to assist in the process of force application, the construction period is short, the influence on the outside is small, and the cost is low.
Drawings
FIG. 1 is a schematic structural view of a longitudinal deviation-correcting steel corbel reaction frame according to the invention;
FIG. 2 is a schematic diagram of the layout of the dragging side surface at the position of the expansion joint according to the present invention;
FIG. 3 is a schematic view of the layout of the expansion joint position in the drawing plane according to the present invention;
FIG. 4 is a schematic view of the arrangement of the pushing side surface of the expansion joint position according to the present invention;
FIG. 5 is a schematic view of the arrangement of the position pushing plane of the expansion joint according to the present invention;
FIG. 6 is a schematic view of the arrangement of the bracket locking device on the top of the pier stud according to the present invention;
fig. 7 is a schematic side view of the arrangement of the bracket locking device on the top of the pier stud.
In the figure, 1, a longitudinal deviation rectifying steel corbel reaction frame 1-1, a bottom plate 1-2, a vertical plate 1-3, a triangular plate 1-4, a first hole 2, a jack 3, a box girder 4, a pier stud 5, a steel cushion block 6, a bearing platform 7, a bracket locking device 7, a second hole 8, a bolt 9, a steel cross beam 10 and a steel pull rod.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the effects of the invention easy to understand, the invention is further described with the specific embodiments.
As shown in fig. 1 to 7, a longitudinal deviation rectifying and resetting method suitable for soft soil foundation bridges comprises the steps of synchronously rectifying deviation of a box girder 3 and rectifying deviation of a pier stud 4, wherein the rectifying deviation of the box girder 3 comprises the following steps:
firstly, arranging a longitudinal deviation-correcting steel corbel reaction frame 1 at a bridge deck expansion joint position along the longitudinal axis direction of a bridge, applying force through a horizontal jack 2, pushing or pulling a bridge span structure to a required direction by means of a temporary slip surface, synchronously and gradually applying thrust by the jacks 2 during deviation correction of the bridge span structure, and properly reducing the force level of each jack 2 group after a box girder 3 is started so as to realize balanced movement of a girder body;
secondly, connecting the jacks 2 in parallel during rectification, pressurizing by using an oil pump to ensure that the output of each jack 2 is consistent, strictly controlling the oil pressure and the stroke of the jacks 2 during the rectification, ensuring the integral jacking, monitoring the longitudinal displacement of the beam body at any time by using a pre-installed dial indicator, pushing 5mm at each stage, and returning oil immediately after the jacks 2 maintain pressure and hold load for 2 hours when the maximum rectification displacement of 30mm is realized, and rectifying the next stage when each pier stud 4 reaches stress balance in the middle, wherein in order to prevent the excessive slippage during rectification, wedge-shaped iron blocks are placed in expansion joints at two ends to ensure that the slippage is not more than the target rectification;
step three, in the deviation rectifying process, longitudinal horizontal thrust applied to the deviation rectifying span is transmitted to the adjacent box girders 3, and the expansion joints between the adjacent box girders 3 are tightly propped by wedge-shaped iron blocks;
in the deviation rectifying process, a specially-assigned person is arranged to monitor the box girder 3, the pier column 4, the bearing platform 6 and the like, abnormal changes are observed, uniform jacking in construction is ensured, and cracks and deviation do not occur in the upper structure; when an abnormal phenomenon occurs, the pushing is stopped immediately to find out reasons so as to ensure the construction safety;
the pier stud 4 deviation rectifying method comprises the following steps:
step one, preparation work: the method comprises the following steps of carrying out preliminary preparation work such as longitudinal deviation correction steel bracket reaction frame 1 installation, jack 2 and displacement monitoring arrangement;
step two, unloading soil from a bearing platform 6 below the pier stud 4, unloading the side earthing soil in the deviation-correcting advancing direction of the pier stud 4 according to the deviation-correcting direction, excavating to the elevation of the bottom of the original bearing platform 6 beam, hollowing out the soil below the original bearing platform 6 beam, and further reducing the horizontal friction resistance between the bearing platform 6 beam and the soil body when the pier stud 4 is corrected;
step three, drilling pressure relief holes on the side surface of the bearing platform 6, and drilling two rows of pressure relief holes on the side surface of the beam of the bearing platform 6 in the deviation rectifying advancing direction of the pier stud 4 so as to reduce the lateral constraint of a soil body on an original pile when the pier stud 4 is rectified, increase the free deformation length of the pier stud 4 and reduce the longitudinal thrust;
fourthly, mounting a locking bracket device 7 on the pier top, mounting longitudinal deviation-rectifying locking bracket devices 7 on two sides of the top surface of the pier column 4 needing deviation rectification, filling a steel plate between the locking bracket devices 7 and the original bridge transverse anti-seismic limiting block for locking to fix the pier column 4 and the box girder 3, and synchronously moving the pier column 4 and the box girder 3 when the bridge deck longitudinally pushes and rectifies deviation;
step five, synchronously correcting the box girder 3 and the pier stud 4 in a grading manner, starting trial pushing after all preparation works are finished, controlling the longitudinal pushing of the bridge deck to be 5mm at each stage, controlling the single longitudinal pushing within 30mm, maintaining the pressure of the jack 2 for 2 hours, removing the pressure of the jack 2, observing the displacement amount and the displacement rebound amount of the box girder 3 and the pier stud 4, and repeating the steps in sequence until the correction of the pier stud 4 and the box girder 3 is finished;
and sixthly, grouting the pressure relief holes, filling piles in the pier stud 4, and timely grouting and sealing the pressure relief holes in the side face of the bearing platform 6 after the deviation correction is finished.
In the embodiment, the longitudinal deviation rectifying steel corbel reaction frame 1 comprises a bottom plate 1-1, a vertical plate 1-2 and a triangular plate 1-3, wherein the bottom plate 1-1, the vertical plate 1-2 and the triangular plate 1-3 are all steel plates with the model number of Q235b, the bottom plate 1-1, the vertical plate 1-2 and the triangular plate 1-3 are welded in a double-sided mode, and 6 holes I1-4 are formed in the bottom plate 1-1.
In this embodiment, longitudinally rectify steel corbel reaction frame 1 and set up the expansion joint department between two sections case roof beams 3 that need vertically drag and install on case roof beam 3, vertically rectify steel corbel reaction frame 1 and fix the upper surface at 3 tip of case roof beam through 8 bar planting modes of bolt, vertically rectify 1 outsides of steel corbel reaction frame and be provided with steel crossbeam 9, adopt steel pull rod 10 to connect between the steel crossbeam 9, be provided with jack 2 between the longitudinal rectification steel corbel reaction frame 1 and the steel crossbeam 9 of expansion joint unilateral.
In this embodiment, the longitudinal deviation-rectifying steel corbel reaction frame 1 is arranged at the expansion joint between two sections of box girders 3 needing longitudinal pushing and is installed on the box girders 3, the longitudinal deviation-rectifying steel corbel reaction frame 1 is fixed on the upper surface of the end part of the box girders 3 in a bolt 8 bar planting mode, and a jack 2 and a steel cushion block 5 are arranged between the longitudinal deviation-rectifying steel corbel reaction frame 1.
In this embodiment, the two sides of the top surface of the pier stud 4, which need to be rectified, of the locking bracket devices 7 are made of steel plates with the model number of Q235b through double-sided welding, a plurality of holes 7-1 are formed in the locking bracket devices 7, and the locking bracket devices 7 on the two sides of the top surface of the pier stud 4 are connected through steel pull rods 10.
In the third step of deviation rectification of the pier stud 4, the pressure relief hole should be formed by dry drilling to prevent the pressure relief hole from collapsing, and the hole is filled with foam of loose particles.
In this embodiment, in the sixth step of deviation rectification of the pier stud 4, 25-grade ordinary portland cement is used for grouting, and after grouting and sealing of the pressure relief hole are completed, the pile foundation static pressure steel pipe pile is reinforced after the cross section of the bearing platform 6 needing pile repair is enlarged.
Based on the above, the invention adopts the longitudinal deviation-rectifying steel corbel reaction frame 1 arranged at the position of the expansion joint for rectifying the deviation of the box girder 3, and the force application direction is clear and the method is simple and effective by adopting a mode that the horizontal jack 2 pushes or pulls in the required direction; a temporary locking bracket device 7 is arranged on the pier top, and the deviation rectification is carried out on the deviation pier stud 4 while the box girder 3 is rectified, so that the problem of synchronous rectification of the upper part and the lower part of the bridge is solved, and the rectification effect is ensured; the deviation correcting process of the invention is concentrated on the bridge body, no external building is needed to assist in the process of force application, the construction period is short, the influence on the outside is small, and the cost is low.
It will be appreciated by those skilled in the art that the invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The embodiments disclosed above are therefore to be considered in all respects as illustrative and not restrictive. All changes which come within the scope of or equivalence to the invention are intended to be embraced therein.
Claims (7)
1. A longitudinal deviation rectifying and resetting method suitable for soft soil foundation bridges is characterized by comprising box girder deviation rectifying and pier column deviation rectifying which are carried out synchronously, wherein the box girder deviation rectifying comprises the following steps:
firstly, arranging a longitudinal deviation-correcting steel corbel reaction frame at a bridge deck expansion joint position along the longitudinal axis direction of a bridge, applying force through a horizontal jack, pushing or pulling a bridge span structure to a required direction by means of a temporary slip surface, synchronously and gradually applying thrust by the jack during deviation correction of the bridge span structure, and properly reducing the force level of each jack group after a box girder is started so as to realize balanced movement of a girder body;
secondly, connecting the jacks in parallel during correction, pressurizing by using an oil pump to ensure that the output force of each jack is consistent, strictly controlling the oil pressure and the jack stroke during the pushing to ensure integral jacking, monitoring the longitudinal displacement of the beam body at any time by using a pre-installed dial indicator, pushing 5mm at each stage, returning oil immediately after the jack maintains pressure for 2 hours when the maximum correction displacement of 30mm is realized, correcting at the next stage after each pier column reaches stress balance in the middle, and putting wedge-shaped iron blocks into expansion joints at two ends to ensure that the slippage is not greater than a target correction displacement in order to prevent overlarge slippage during correction;
step three, in the deviation rectifying process, longitudinal horizontal thrust applied to the deviation rectifying span is transmitted to adjacent box girders, and expansion joints between the adjacent box girders are tightly propped by wedge-shaped iron blocks;
in the deviation rectifying process, arranging a specially-assigned person to monitor the box girder, the pier stud, the bearing platform and the like, observing whether abnormal changes exist, and ensuring that the box girder, the pier stud, the bearing platform and the like are uniformly jacked in the construction process and the upper structure does not crack or deviate;
the pier column deviation rectifying method comprises the following steps:
step one, preparation work: early preparation work such as longitudinal correction steel corbel reaction frame installation, jack and displacement monitoring arrangement and the like;
step two, unloading soil from a bearing platform under the pier stud, unloading the side soil covering on the deviation-rectifying advancing direction of the pier stud according to the deviation-rectifying direction, excavating to the elevation position of the bottom of the original bearing platform beam, and hollowing out the soil under the original bearing platform beam, so that the horizontal friction resistance between the bearing platform beam and the soil body is further reduced when the pier stud is rectified;
drilling pressure relief holes in the side face of the bearing platform, and drilling two rows of pressure relief holes in the side face of the bearing platform beam in the pier column deviation rectifying advancing direction so as to reduce the lateral constraint of a soil body on an original pile during pier column deviation rectifying, increase the free deformation length of the pier column and reduce the longitudinal thrust;
fourthly, mounting a locking bracket device on the pier top, mounting longitudinal deviation-rectifying and locking bracket devices on two sides of the top surface of the pier column needing deviation rectification, filling a steel plate between the locking bracket device and the original bridge transverse anti-seismic limiting block for locking to fix the pier column and the box girder, and synchronously moving the pier column and the box girder when the bridge floor longitudinally pushes and rectifies deviation;
step five, synchronously correcting the box girder and the pier stud in a grading manner, starting trial pushing after all preparation works are finished, controlling the longitudinal pushing of the bridge deck to be 5mm at each stage, controlling the single longitudinal pushing within 30mm, maintaining the pressure and the load of a jack for 2 hours, removing the pressure of the jack, observing the displacement amount and the displacement rebound amount of the box girder and the pier stud, and repeating the steps in sequence until the correction of the pier stud and the box girder is finished;
and sixthly, grouting the pressure relief holes, filling piles with pier columns, and timely grouting and sealing the pressure relief holes in the side faces of the bearing platform after the deviation rectification is finished.
2. The longitudinal deviation rectifying and resetting method for the soft soil foundation bridge as claimed in claim 1, wherein the longitudinal deviation rectifying steel corbel reaction frame comprises a bottom plate, a vertical plate and a triangular plate, the bottom plate, the vertical plate and the triangular plate are all steel plates with the model number of Q235b, the bottom plate, the vertical plate and the triangular plate are welded in a double-sided mode, and the bottom plate is provided with 6 first holes.
3. The longitudinal deviation rectifying and restoring method for the soft soil foundation bridge according to claim 2, wherein the longitudinal deviation rectifying steel corbel reaction frame is arranged at an expansion joint between two sections of box girders to be longitudinally pulled and is installed on the box girders, the longitudinal deviation rectifying steel corbel reaction frame is fixed on the upper surface of the end part of the box girders in a bolt steel bar planting mode, steel cross beams are arranged outside the longitudinal deviation rectifying steel corbel reaction frame, the steel cross beams are connected through steel pull rods, and a jack is arranged between the longitudinal deviation rectifying steel corbel reaction frame on one side and the steel cross beams at the expansion joint.
4. The longitudinal deviation rectifying and restoring method for the soft soil foundation bridge as claimed in claim 2, wherein the longitudinal deviation rectifying steel corbel reaction frame is arranged at an expansion joint between two sections of box girders to be longitudinally pushed and is installed on the box girders, the longitudinal deviation rectifying steel corbel reaction frame is fixed on the upper surface of the end part of the box girders in a bolt bar planting mode, and a jack and a steel cushion block are arranged between the longitudinal deviation rectifying steel corbel reaction frames.
5. The longitudinal deviation rectifying and resetting method for the soft soil foundation bridge as claimed in claim 1, wherein the locking bracket devices are made of steel plates with the model number of Q235b through double-sided welding at two sides of the top surface of the pier column to be rectified, a plurality of holes II are arranged on the locking bracket devices, and the locking bracket devices at two sides of the top surface of the pier column are connected through steel pull rods.
6. The method as claimed in claim 1, wherein in the third step of pier column deviation correction, the pressure relief holes are formed by dry drilling to prevent the pressure relief holes from collapsing, and the holes are filled with foam of loose particles.
7. The longitudinal deviation rectifying and restoring method for the soft soil foundation bridge according to claim 1, wherein in the pier column deviation rectifying step six, 25-grade ordinary portland cement is adopted for grouting, and after grouting and sealing of the pressure relief holes are completed, the pile cap needing pile compensation is reinforced by the static pressure steel pipe pile with the anchor rod after the cross section is enlarged.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210264991.9A CN114561881A (en) | 2022-03-17 | 2022-03-17 | Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge |
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| CN202210264991.9A CN114561881A (en) | 2022-03-17 | 2022-03-17 | Longitudinal deviation-rectifying and resetting method suitable for soft soil foundation bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115467253A (en) * | 2022-09-23 | 2022-12-13 | 中铁桥研科技有限公司 | Pier deviation rectifying and beam body resetting method without reaction frame |
| CN115897641A (en) * | 2023-03-09 | 2023-04-04 | 中交第一航务工程局有限公司 | Jacking segment method final joint steel support locking device |
-
2022
- 2022-03-17 CN CN202210264991.9A patent/CN114561881A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115467253A (en) * | 2022-09-23 | 2022-12-13 | 中铁桥研科技有限公司 | Pier deviation rectifying and beam body resetting method without reaction frame |
| CN115467253B (en) * | 2022-09-23 | 2023-09-19 | 中铁桥研科技有限公司 | Bridge pier deviation correcting and beam body resetting method for no-back frame |
| CN115897641A (en) * | 2023-03-09 | 2023-04-04 | 中交第一航务工程局有限公司 | Jacking segment method final joint steel support locking device |
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