CN114561881B - Longitudinal deviation correcting and resetting method suitable for soft soil foundation bridge - Google Patents
Longitudinal deviation correcting and resetting method suitable for soft soil foundation bridge Download PDFInfo
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- CN114561881B CN114561881B CN202210264991.9A CN202210264991A CN114561881B CN 114561881 B CN114561881 B CN 114561881B CN 202210264991 A CN202210264991 A CN 202210264991A CN 114561881 B CN114561881 B CN 114561881B
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 title claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 238000006243 chemical reaction Methods 0.000 claims abstract description 30
- 238000010276 construction Methods 0.000 claims abstract description 11
- 238000006073 displacement reaction Methods 0.000 claims description 15
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 6
- 229910052742 iron Inorganic materials 0.000 claims description 6
- 238000012544 monitoring process Methods 0.000 claims description 6
- 238000002360 preparation method Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 230000002159 abnormal effect Effects 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 239000006260 foam Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 4
- 230000001360 synchronised effect Effects 0.000 abstract description 3
- 238000012423 maintenance Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- 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
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Abstract
The invention discloses a longitudinal deviation correcting and resetting method suitable for a soft soil foundation bridge, which relates to the technical field of bridge maintenance and comprises a box Liang Jiupian and pier columns which are synchronously carried out, wherein a longitudinal deviation correcting steel corbel reaction frame is arranged at an expansion joint position of a box Liang Jiupian, and the box is clear in force application direction and simple and effective in a mode of pushing or pulling a horizontal jack in a required direction; the temporary locking bracket device is arranged at the pier top, and the box girder is rectified and the offset pier column is rectified at the same time, so that the difficulty of synchronous rectification of the upper part and the lower part of the bridge is solved, and the rectification effect is ensured; the correction process is focused on the bridge body, no external building auxiliary force is needed in the process, 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 correcting 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 the phenomenon of longitudinal deflection and pier column deflection of the upper beam body can occur under the influence of factors such as historical stacking, underpass heavy traffic, extreme weather, river excavation unloading, dynamic load accumulation and the like, which are received throughout the year, of a bridge built in the soft soil foundation area, so that the bridge structure and operation safety are ensured, and correction is needed in time.
On solving this problem of soft soil foundation bridge rectification, current bridge deviation correcting device has certain not enough, and application number 201410068583.1 'rectifying reset method after the longitudinal deviation of the bridge body' only has realized rectifying to bridge superstructure, lacks the protection to bridge substructure to the device need install four spacing nail posts, and the construction is complicated and occupy great place, and is great to the road traffic influence. The bridge pier deviation correcting device with the application number 201510066836.6 only realizes the deviation correction of the pier column structure at the lower part of the bridge, can not solve the problem of simultaneous deviation of the beam and the column, and the traction type bridge deviation correcting device with the application number 202110013844.X and the construction method thereof have the advantages that a base for providing counter force, a traction module for providing deviation correcting load, a traction cable for transmitting load and the like are required to be arranged during the deviation correction, the construction process is complex, and the base for providing the counter force occupies a larger field.
In summary, the existing bridge deviation correcting device has the problems that the upper and lower structures of the bridge cannot be simultaneously corrected, the construction convenience and flexibility are also insufficient, particularly the deviation problem of the soft foundation bridge is not effectively solved, and the longitudinal deviation correcting method for the soft foundation bridge is lacking.
Disclosure of Invention
The invention aims to provide a longitudinal deviation rectifying and resetting method suitable for a soft soil foundation bridge, which aims to solve the defects caused by the prior art.
A longitudinal deviation correcting and resetting method suitable for a soft soil foundation bridge comprises the following steps: the box Liang Jiupian and pier column rectification which are synchronously carried out are included, and the box girder rectification comprises the following steps:
setting a longitudinal deviation correcting steel corbel reaction frame at the bridge deck expansion joint along the longitudinal axis direction of the bridge, applying force through horizontal jacks, pushing or pulling the bridge span structure to a required direction by means of a temporary sliding surface, synchronously applying thrust step by the jacks during deviation correction of the bridge span structure, and properly reducing the force level of each jack group after the box girder is started so as to realize balanced movement of the girder body;
Step two, connecting the jacks in parallel during correction, pressurizing through an oil pump to ensure that the ejection force of each jack is consistent, strictly controlling the oil pressure and the jack stroke during pushing, ensuring the overall jacking, monitoring the longitudinal displacement of a beam body at any time through a pre-installed dial indicator, pushing 5mm at each stage, enabling the maximum correction displacement of 30mm, immediately returning oil after the jack maintains the pressure for 2 hours, and carrying out correction at the next stage after each pier column reaches the stress balance in the middle, wherein in order to prevent the slippage during correction, wedge-shaped iron blocks are placed in expansion joints at two ends to ensure that the slippage is not greater than the target correction;
step three, in the correction process, longitudinal horizontal thrust applied to the correction span is transmitted to adjacent box girders, and wedge-shaped iron blocks are adopted to tightly prop up expansion joints between the adjacent box girders;
step four, in the correction process, arranging special persons to monitor box girders, pier columns, bearing platforms and the like, observing whether abnormal changes exist or not, ensuring uniform jacking in construction, and preventing cracks and deflection of an upper structure;
The pier stud deviation rectifying method comprises the following steps:
step one, preparing: front-stage preparation work such as installation of a vertical deviation correcting steel corbel reaction frame, jack and displacement monitoring arrangement;
unloading soil from the lower bearing platform of the pier, unloading the side covering soil of the pier in the deviation correcting travelling direction according to the deviation correcting direction, digging to the bottom elevation of the original bearing platform beam, emptying the soil under the original bearing platform beam, and further reducing the horizontal friction resistance between the bearing platform beam and the soil when the pier is corrected;
step three, drilling pressure relief holes on the side face of the bearing platform, and drilling two rows of pressure relief holes on the side face of the bearing platform beam in the direction of pier deviation correcting and advancing so as to reduce the lateral constraint of soil body on the original pile when the pier deviation correcting is carried out, increase the free deformation length of the pier and reduce the longitudinal thrust;
step four, mounting locking bracket devices on the pier top, mounting longitudinal correction locking bracket devices on two sides of the top surface of the pier column to be corrected, and filling a steel plate between the locking bracket devices and an original bridge transverse anti-seismic limiting block to lock the pier column and the box girder so as to fix the pier column and the box girder, wherein the pier column and the box girder synchronously move when the bridge deck is longitudinally pushed to correct the correction;
Step five, synchronously grading and rectifying the deviation of the box girder and the pier column, starting trial pushing after all preparation works are completed, controlling each level of bridge deck longitudinal pushing to be 5mm, controlling single longitudinal pushing amount to be within 30mm, maintaining pressure and holding load of a jack for 2 hours, discharging jack pressure, observing displacement amounts and displacement rebound amounts of the box girder and the pier column, and repeating in sequence until the rectification of the pier column and the box girder is completed;
and step six, grouting the pressure relief holes, repairing piles of pier columns, and timely grouting and sealing the pressure relief holes on the side surfaces of the bearing platform after correction is finished.
Preferably, the vertical deflection correcting steel corbel reaction frame comprises a bottom plate, a vertical plate and a triangular plate, wherein the bottom plate, the vertical plate and the triangular plate are all steel plates with the model of Q235b, double-sided welding is adopted among the bottom plate, the vertical plate and the triangular plate, and 6 first holes are formed in the bottom plate.
Preferably, the steel corbel reaction frame of vertically rectifying is arranged at the expansion joint between two sections of box girders needing to be pulled longitudinally and is arranged on the box girders, the steel corbel reaction frame of vertically rectifying 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 steel corbel reaction frame of vertically rectifying, steel pull rods are used for connecting the steel cross beams, and a jack is arranged between the steel corbel reaction frame of vertically rectifying and the steel cross beam on one side of the expansion joint.
Preferably, the longitudinal deviation correcting steel bracket reaction frame is arranged at an expansion joint between two sections of box girders needing longitudinal pushing and is arranged on the box girders, the longitudinal deviation correcting steel bracket 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 correcting steel bracket reaction frames.
Preferably, the locking bracket device is formed by welding two sides of the top surface of the pier column to be rectified by a steel plate with the model of Q235b, a plurality of holes II are formed in the locking bracket device, and the locking bracket devices on the two sides of the top surface of the pier column are connected by steel pull rods.
Preferably, in the step three of pier stud deviation rectification, the pressure relief hole should be a dry drilled hole to prevent pressure relief Kong Takong, and the hole is filled with scattered particle foam.
Preferably, in the step six of pier stud deviation correction, 25-grade ordinary Portland cement is adopted for grouting, and after grouting sealing of the pressure relief hole is completed, the section of a bearing platform needing pile repairing is enlarged, and then the pile of the static pressure steel pipe pile of the repairing anchor rod is reinforced.
The invention has the advantages that:
1. The box Liang Jiupian is provided with a longitudinal deviation correcting steel corbel reaction frame at the expansion joint, and the force application direction is clear by pushing or pulling the horizontal jack in the required direction, so that the method is simple and effective;
2. The temporary locking bracket device is arranged at the pier top, and the box girder is rectified and the offset pier column is rectified at the same time, so that the difficulty of synchronous rectification of the upper part and the lower part of the bridge is solved, and the rectification effect is ensured;
3. the correction process is focused on the bridge body, no external building auxiliary force is needed in the process, the construction period is short, the influence on the outside is small, and the cost is low.
Drawings
FIG. 1 is a schematic diagram of a reaction frame of a longitudinal deviation correcting steel corbel;
FIG. 2 is a schematic drawing showing the arrangement of the expansion joint position pulling side face of the invention;
FIG. 3 is a schematic drawing showing the arrangement of the expansion joint position pulling plane of the invention;
FIG. 4 is a schematic diagram of the side arrangement of the pushing of the expansion joint position according to the present invention;
FIG. 5 is a schematic view of the expansion joint position pushing plane arrangement of the present invention;
FIG. 6 is a schematic elevation view of the arrangement of the locking bracket device at the top of the pier stud of the present invention;
FIG. 7 is a schematic side view of the arrangement of the locking bracket assembly at the top of the pier stud of the present invention.
In the figure, 1, a steel bracket reaction frame for longitudinal deviation correction, 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 column, 5, a steel cushion block, 6, a bearing platform, 7, a bracket locking device, 7-1, a second hole, 8, a bolt, 9, a steel cross beam, 10 and a steel pull rod.
Detailed Description
The invention is further described in connection with the following detailed description, in order to make the technical means, the creation characteristics, the achievement of the purpose and the effect of the invention easy to understand.
As shown in fig. 1 to 7, a longitudinal deviation rectifying and resetting method suitable for a soft soil foundation bridge comprises a box girder 3 deviation rectifying and pier column 4 deviation rectifying which are synchronously performed, wherein the box girder 3 deviation rectifying comprises the following steps:
Firstly, arranging a longitudinal deviation correcting steel corbel counter-force frame 1 at the bridge deck expansion joint along the longitudinal axis direction of the bridge, applying force through a horizontal jack 2, pushing or pulling a bridge span structure to a required direction by means of a temporary sliding surface, synchronously and gradually applying thrust to the jack 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;
Step two, connecting the jacks 2 in parallel during correction, pressurizing through an oil pump to ensure that the output of each jack 2 is consistent, strictly controlling the oil pressure and the stroke of the jack 2 during pushing, ensuring the integral jacking, monitoring the longitudinal displacement of a beam body at any time through a pre-installed dial indicator, pushing 5mm at each stage, maintaining the pressure of the jack 2 for 2 hours after the maximum correction displacement of 30mm is realized, immediately returning oil, and carrying out correction of the next stage after each pier stud 4 reaches the stress balance in the middle, wherein in order to prevent the excessive slip during correction, wedge-shaped iron blocks are placed in expansion joints at two ends to ensure that the slip is not more than the target correction amount;
Step three, in the correction process, longitudinal horizontal thrust applied to the correction span is transmitted to the adjacent box girders 3, and wedge-shaped iron blocks are adopted to tightly prop up expansion joints between the adjacent box girders 3;
step four, in the correction process, arranging special persons to monitor the box girder 3, the pier stud 4, the bearing platform 6 and the like, observing whether abnormal changes exist or not, ensuring uniform jacking in construction, and avoiding cracks and deviation of an upper structure; abnormal phenomenon occurs, pushing should be stopped immediately, and the reason should be found out to ensure construction safety;
The pier column 4 rectifying deviation comprises the following steps:
step one, preparing: the installation of the longitudinal deviation correcting steel corbel reaction frame 1, the front-stage preparation work such as jack 2 and displacement monitoring arrangement and the like;
Unloading soil from the lower bearing platform 6 of the pier column 4, unloading the side covering soil of the pier column 4 in the deviation correcting travelling direction according to the deviation correcting direction, digging to the elevation of the bottom of the beam of the original bearing platform 6, emptying the soil under the beam of the original bearing platform 6, and further reducing the horizontal friction resistance between the beam of the bearing platform 6 and the soil when the pier column 4 is corrected;
Step three, the side surface of the bearing platform 6 is drilled with pressure relief holes, and two rows of pressure relief holes are drilled on the side surface of the bearing platform 6 beam in the deviation rectifying and advancing direction of the pier column 4, so that the lateral constraint of soil body on the original pile during the deviation rectifying of the pier column 4 is reduced, the free deformation length of the pier column 4 is increased, and the longitudinal thrust is reduced;
Step four, mounting locking bracket devices 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 to be rectified, and filling a steel plate between the locking bracket devices 7 and an original bridge transverse anti-seismic limiting block to lock the pier column 4 and the box girder 3, wherein the pier column 4 and the box girder 3 synchronously move when the bridge deck is longitudinally pushed to rectify;
Step five, synchronously grading and rectifying the deviation of the box girder 3 and the pier column 4, starting trial pushing after all preparation works are completed, controlling each level of bridge deck longitudinal pushing to be 5mm, controlling single longitudinal pushing amount within 30mm, maintaining the pressure of the jack 2 for 2 hours, discharging the pressure of the jack 2, observing the displacement amount and the displacement rebound amount of the box girder 3 and the pier column 4, and repeating in sequence until the rectification of the pier column 4 and the box girder 3 is completed;
And step six, grouting the pressure relief holes, repairing piles of the pier columns 4, and timely grouting and sealing the pressure relief holes on the side surfaces of the bearing platform 6 after correction is finished.
In this embodiment, the vertical 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 of Q235b, double-sided welding is adopted among the bottom plate 1-1, the vertical plate 1-2 and the triangular plate 1-3, and 6 holes 1-4 are formed in the bottom plate 1-1.
In this embodiment, the steel corbel reaction frame 1 of vertically rectifying is set up in the expansion joint department between two sections of box girders 3 that need vertically draw and installs on box girders 3, and the steel corbel reaction frame 1 of vertically rectifying is fixed at the upper surface of box girder 3 tip through bolt 8 planting the muscle mode, and the steel corbel reaction frame 1 outside of vertically rectifying is provided with steel crossbeam 9, adopts steel pull rod 10 to connect between the steel crossbeam 9, is provided with jack 2 between the steel corbel reaction frame 1 of vertically rectifying of expansion joint unilateral and the steel crossbeam 9.
In this embodiment, the steel corbel reaction frame 1 for longitudinal deviation correction is arranged at the expansion joint between two sections of box girders 3 requiring longitudinal pushing and is installed on the box girders 3, the steel corbel reaction frame 1 for longitudinal deviation correction is fixed on the upper surface of the end part of the box girders 3 in a way of planting bars by bolts 8, and a jack 2 and a steel cushion block 5 are arranged between the steel corbel reaction frames 1 for longitudinal deviation correction.
In this embodiment, the locking bracket devices 7 are formed by welding two sides of a steel plate with a model number of Q235b on two sides of the top surface of the pier column 4 to be rectified, a plurality of holes two 7-1 are formed in the locking bracket devices 7, and the locking bracket devices 7 on two sides of the top surface of the pier column 4 are connected by using a steel pull rod 10.
In the third step of rectifying the pier stud 4, the pressure relief hole should be a hole formed by dry drilling, so as to prevent the pressure relief Kong Takong, and the hole is filled with the scattered particle foam.
In the sixth step of rectifying the pier stud 4, 25-level ordinary Portland cement is adopted for grouting, and after grouting and sealing of the pressure relief hole are completed, the section of the bearing platform 6 needing pile repairing is enlarged, and then the static pressure steel pipe pile of the repairing anchor rod is reinforced.
Based on the above, the correction of the box girder 3 is realized by arranging the longitudinal correction steel corbel reaction frame 1 at the expansion joint position, and the force application direction is clear by pushing or pulling the horizontal jack 2 in the required direction, so that the method is simple and effective; the temporary locking bracket device 7 is arranged at the pier top, and the deviation of the box girder 3 is corrected, and meanwhile, the deviation of the deviation pier column 4 is corrected, so that the difficulty of synchronous deviation correction of the upper part and the lower part of the bridge is solved, and the deviation correcting effect is ensured; the correction process is focused on the bridge body, no external building auxiliary force is needed in the process, 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 present invention can be carried out in other embodiments without departing from the spirit or essential characteristics thereof. Accordingly, the above disclosed embodiments are illustrative in all respects, and not exclusive. All changes that come within the scope of the invention or equivalents thereto are intended to be embraced therein.
Claims (7)
1. The longitudinal deviation rectifying and resetting method suitable for the soft soil foundation bridge is characterized by comprising the steps of synchronously carrying out the deviation rectifying of a box Liang Jiupian and a pier column, and the box girder deviation rectifying comprises the following steps:
setting a longitudinal deviation correcting steel corbel reaction frame at the bridge deck expansion joint along the longitudinal axis direction of the bridge, applying force through horizontal jacks, pushing or pulling the bridge span structure to a required direction by means of a temporary sliding surface, synchronously applying thrust step by the jacks during deviation correction of the bridge span structure, and properly reducing the force level of each jack group after the box girder is started so as to realize balanced movement of the girder body;
Step two, connecting the jacks in parallel during correction, pressurizing through an oil pump to ensure that the ejection force of each jack is consistent, strictly controlling the oil pressure and the jack stroke during pushing, ensuring the overall jacking, monitoring the longitudinal displacement of a beam body at any time through a pre-installed dial indicator, pushing 5mm at each stage, enabling the maximum correction displacement of 30mm, immediately returning oil after the jack maintains the pressure for 2 hours, and carrying out correction at the next stage after each pier column reaches the stress balance in the middle, wherein in order to prevent the slippage during correction, wedge-shaped iron blocks are placed in expansion joints at two ends to ensure that the slippage is not greater than the target correction;
step three, in the correction process, longitudinal horizontal thrust applied to the correction span is transmitted to adjacent box girders, and wedge-shaped iron blocks are adopted to tightly prop up expansion joints between the adjacent box girders;
step four, in the correction process, arranging special persons to monitor the box girder, the pier stud and the bearing platform, observing whether abnormal changes exist or not, ensuring uniform jacking in construction, and preventing cracks and deflection of an upper structure;
The pier stud deviation rectifying method comprises the following steps:
step one, preparing: the installation of the vertical deviation correcting steel corbel reaction frame, the front-stage preparation work of the jack and displacement monitoring arrangement;
unloading soil from the lower bearing platform of the pier, unloading the side covering soil of the pier in the deviation correcting travelling direction according to the deviation correcting direction, digging to the bottom elevation of the original bearing platform beam, emptying the soil under the original bearing platform beam, and further reducing the horizontal friction resistance between the bearing platform beam and the soil when the pier is corrected;
step three, drilling pressure relief holes on the side face of the bearing platform, and drilling two rows of pressure relief holes on the side face of the bearing platform beam in the direction of pier deviation correcting and advancing so as to reduce the lateral constraint of soil body on the original pile when the pier deviation correcting is carried out, increase the free deformation length of the pier and reduce the longitudinal thrust;
step four, mounting locking bracket devices on the pier top, mounting longitudinal correction locking bracket devices on two sides of the top surface of the pier column to be corrected, and filling a steel plate between the locking bracket devices and an original bridge transverse anti-seismic limiting block to lock the pier column and the box girder so as to fix the pier column and the box girder, wherein the pier column and the box girder synchronously move when the bridge deck is longitudinally pushed to correct the correction;
Step five, synchronously grading and rectifying the deviation of the box girder and the pier column, starting trial pushing after all preparation works are completed, controlling each level of bridge deck longitudinal pushing to be 5mm, controlling single longitudinal pushing amount to be within 30mm, maintaining pressure and holding load of a jack for 2 hours, discharging jack pressure, observing displacement amounts and displacement rebound amounts of the box girder and the pier column, and repeating in sequence until the rectification of the pier column and the box girder is completed;
and step six, grouting the pressure relief holes, repairing piles of pier columns, and timely grouting and sealing the pressure relief holes on the side surfaces of the bearing platform after correction is finished.
2. The method for longitudinally correcting and resetting the soft foundation bridge according to claim 1, wherein the longitudinal correction steel bracket 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, double-sided welding is adopted among the bottom plate, the vertical plate and the triangular plate, and 6 holes I are formed in the bottom plate.
3. The longitudinal deviation correcting and resetting method suitable for the soft foundation bridge is characterized in that the longitudinal deviation correcting steel bracket counter-force frame is arranged at an expansion joint between two sections of box girders needing to be pulled longitudinally and is arranged on the box girders, the longitudinal deviation correcting steel bracket counter-force frame is fixed on the upper surface of the end part of the box girders in a bolt bar planting mode, steel cross beams are arranged on the outer sides of the longitudinal deviation correcting steel bracket counter-force frames, steel pull rods are used for connecting the steel cross beams, and a jack is arranged between the longitudinal deviation correcting steel bracket counter-force frame and the steel cross beams on one side of the expansion joint.
4. The longitudinal deviation correcting and resetting method for the soft foundation bridge, which is disclosed in claim 2, is characterized in that the longitudinal deviation correcting steel corbel reaction frame is arranged at the expansion joint between two sections of box girders needing longitudinal pushing and is arranged on the box girders, the longitudinal deviation correcting steel corbel reaction frame is fixed on the upper surface of the end part of the box girders by a bolt bar planting mode, and a jack and a steel cushion block are arranged between the longitudinal deviation correcting steel corbel reaction frames.
5. The longitudinal deviation rectifying and resetting method suitable for the soft foundation bridge, according to claim 1, is characterized in that the locking bracket devices are formed by welding double sides of steel plates with the model of Q235b on two sides of the top surface of a pier to be rectified, a plurality of holes II are formed in the locking bracket devices, and the locking bracket devices on two sides of the top surface of the pier are connected through steel pull rods.
6. The method for correcting and resetting the longitudinal direction of the bridge of the soft foundation according to claim 1, wherein in the third step of correcting the pier stud, the pressure relief hole is formed by dry drilling, so as to prevent pressure relief Kong Takong, and the hole is filled with scattered particle foam.
7. The method for correcting and resetting the longitudinal deviation of the bridge of the soft foundation according to claim 1, wherein in the step six of correcting the pier column, 25-grade ordinary Portland cement is adopted for grouting, and after grouting sealing of the pressure relief hole is completed, the section of a bearing platform needing pile repairing is enlarged, and then the static pressure steel pipe pile of the pile repairing rod is reinforced.
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| CN202210264991.9A CN114561881B (en) | 2022-03-17 | 2022-03-17 | Longitudinal deviation correcting and resetting method suitable for soft soil foundation bridge |
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| 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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