CN220352911U - Bridge pier column and foundation pile deviation correcting system - Google Patents
Bridge pier column and foundation pile deviation correcting system Download PDFInfo
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- CN220352911U CN220352911U CN202321618017.4U CN202321618017U CN220352911U CN 220352911 U CN220352911 U CN 220352911U CN 202321618017 U CN202321618017 U CN 202321618017U CN 220352911 U CN220352911 U CN 220352911U
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- 239000004575 stone Substances 0.000 claims abstract description 42
- 239000002689 soil Substances 0.000 claims abstract description 28
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- 238000000429 assembly Methods 0.000 claims abstract description 14
- 230000002441 reversible effect Effects 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 118
- 239000010959 steel Substances 0.000 claims description 118
- 238000005096 rolling process Methods 0.000 claims description 7
- 239000000945 filler Substances 0.000 claims 4
- 238000000034 method Methods 0.000 abstract description 13
- 238000010276 construction Methods 0.000 abstract description 12
- 238000005516 engineering process Methods 0.000 description 5
- 230000000694 effects Effects 0.000 description 4
- 230000006378 damage Effects 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 238000011068 loading method Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 230000002829 reductive effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
Abstract
The utility model provides a bridge pier stud and foundation pile deviation rectifying system, which comprises a pier stud deviation rectifying structure and a foundation pile deviation rectifying structure; the pier column deviation rectifying structure comprises a jacking jack component, a moving component and a deviation rectifying component; the jacking jack assemblies are arranged on the pier columns, two rows of jacking jack assemblies are arranged in parallel and positioned between the left and right support base stones, and the upper ends of the jacking jack assemblies are propped against the lower end face of the concrete continuous box girder; the movable assembly pad is arranged between the upper support pad and the lower support pad; the deviation correcting component is arranged on the outer side of the support cushion stone in a surrounding mode; the foundation pile deviation correcting structure comprises a stress relieving hole and a high-pressure jet grouting pile, wherein the stress relieving hole is formed in the soil body on the reverse side of the pier column deviation, and the high-pressure jet grouting pile is arranged in the soil body on one side of the pier column deviation direction. The utility model can realize controllable deviation rectifying construction, and the construction process is simpler and more convenient, and truly realizes the deviation rectifying and resetting of the pier column and the foundation pile which are coordinated up and down.
Description
[ field of technology ]
The utility model relates to the field of bridge engineering, in particular to a bridge pier column and foundation pile deviation correcting system.
[ background Art ]
In China, soft soil distribution areas are wide, mainly coastal areas, plain low lands and swamps, and soft soil is also commonly encountered in internal lake and marsh areas. The soft soil has the characteristics of high water content, low shear strength, large compression deformation, strong plastic flow characteristic and the like, and the bridge pile foundation disease caused by the soft soil in engineering practice occurs. Besides the diseases of bridge deck cracks, poor driving comfort and the like caused by uneven settlement of the foundation, uneven piling of construction pile loading, roadbed filling or under-bridge large-area greening filling and the like during use can cause the foundation soil to be extruded laterally, so that the bridge pile foundation is directly deviated or inclined, and even the safety of the bridge is threatened when serious.
However, current bridge pier and pile foundation correction techniques are still relatively limited, mainly including:
(1) Beam body traction deviation correction: the bridge body is pulled or pushed by means of anchoring measures or pushing supports on the periphery of the bridge so as to correct the resetting of the box girder and replace the supports. The technology can forcedly reset the bridge body by using external force, is difficult to effectively rectify the bridge pier column and the pile foundation, and is easy to cause additional internal force to cause secondary damage.
(2) Pier stud push-pull deviation correction: and (3) pulling or pushing the bridge pier column by means of the anchoring or pushing measures, and drilling holes or high-pressure water injection is carried out on one side of the pile loading when necessary so as to relieve stress on soil bodies around the pile foundation or the pier column and correct the box girder reset. The technology can only forcedly reset the bridge pier by using external force, but can not effectively correct the deviation of the deep pile body, and is easy to cause additional internal force and secondary damage.
(3) Stacking back pressure: by combining with the pile foundation deviation condition, a reverse pile loading method is adopted to reduce the lateral movement of the pile body, relieve the internal force of the pile body, and the deep foundation soil is adopted for reinforcement. The technology can correct and reset the pile foundation to a certain extent, but the correcting effect of the technology has hysteresis, so that the correcting force is difficult to effectively control, and the soil body unloading after correcting can still generate adverse effects.
In a word, the above-mentioned rectifying method can not implement bridge rectifying construction effectively, and easily cause pier stud and pile foundation to produce new additional internal force and cause new destruction.
[ utility model ]
The utility model aims to solve the technical problem of providing a bridge pier stud and foundation pile deviation rectifying system, which can realize controllable deviation rectifying construction, is simpler and more convenient in construction process, and truly realizes the deviation rectifying and resetting of the pier stud and the foundation pile which are coordinated up and down.
The utility model is realized in the following way:
bridge pier stud and foundation pile rectifying system, the bridge includes concrete continuous box girder, pier stud, tie beam and foundation pile, the foundation pile is buried in soil body, the tie beam is set up on foundation pile, the pier stud is set up on tie beam, both sides of lower end of concrete continuous box girder are set up above the pier stud through support cushion stones, every support cushion stone includes upper support cushion stone and lower support cushion stone that set up from top to bottom, rectifying system includes pier stud rectifying structure and foundation pile rectifying structure;
the pier column deviation rectifying structure comprises a jacking jack component, a moving component and a deviation rectifying component; the jacking jack assemblies are arranged on the pier columns, the two rows of jacking jack assemblies are arranged in parallel and positioned between the support base stones at the left side and the right side, and the upper ends of the jacking jack assemblies are propped against the lower end face of the concrete continuous box girder; the movable assembly pad is arranged between the upper support pad and the lower support pad; the deviation correcting component is arranged on the outer side of the support base stone in a surrounding mode;
each jacking jack component comprises a jacking jack, a plurality of steel cushion blocks and three first steel plates, wherein the steel cushion blocks are stacked on the top of the jacking jack, and the three first steel plates are respectively arranged between the pier column and the bottom of the jacking jack, between the top of the jacking jack and the steel cushion blocks, and between the top of the stacked steel cushion blocks and the bottom of the concrete continuous box girder;
the foundation pile deviation rectifying structure comprises a stress relief hole and a high-pressure jet grouting pile, wherein the stress relief hole is formed in the soil body on the reverse side of the pier column deviation, and the high-pressure jet grouting pile is arranged in the soil body on one side of the pier column deviation direction.
Further, the moving assembly comprises two second steel plates and a plurality of round steel rollers, the two second steel plates are respectively arranged on the lower surface of the upper support cushion stone and the upper surface of the lower support cushion stone, and the plurality of round steel rollers are arranged between the two second steel plates in a rolling mode.
Further, the deviation rectifying component comprises a section steel hoop, a plurality of positioning anchor bars and at least two thin type deviation rectifying jacks, wherein the positioning anchor bars are respectively implanted at the side of the deviation direction of the upper support cushion stone and the side of the deviation opposite direction of the lower support cushion stone,
the steel section hoops comprise two steel section plates and two round steels with double-head thread structures, hollow parts in the middle of the two steel section plates are sleeved on positioning anchor bars on corresponding sides, the size of the hollow parts is larger than that of the positioning anchor bars, and the thin type deviation correcting jack is arranged between an upper support backing stone and the steel section plates on the corresponding sides;
the two sides of the steel plate are provided with round steel preformed holes, two ends of the round steel penetrate through the round steel preformed holes on the steel plate respectively, and the round steel preformed holes are locked and enclosed by nuts to be arranged on the outer sides of the upper support cushion stone and the lower support cushion stone.
Further, the shaped steel plate comprises two transverse shaped steel, two vertical shaped steel and a plurality of steel panels, wherein the two transverse shaped steel is arranged in an up-down parallel mode, the two vertical shaped steel is respectively fixed on two sides of the transverse shaped steel, the plurality of steel panels are respectively fixed on two sides of the transverse shaped steel, and the round steel preformed holes are formed in the corresponding steel panels.
Further, the stress relief holes are provided with at least two rows, the length of each row is the same as the width of the corresponding tie beam, the aperture of each stress relief hole is not less than 300mm, and the center distance is 500-600 mm.
Further, the high-pressure jet grouting piles are provided with at least 3 rows, the length of each row is the same as the width of the corresponding tie beam, the edges of the adjacent high-pressure jet grouting piles are mutually overlapped, the diameter of each high-pressure jet grouting pile is not less than 500mm, and the center-to-center distance is not more than 700mm; the high-pressure jet grouting pile is located at the bottom of the tie beam and is tightly attached to the tie beam, and the bottom of the high-pressure jet grouting pile is located at the depth of 2m above the bottom surface of the weak soil layer.
The utility model has the advantages that:
the utility model is provided with the moving assembly, namely a rolling type moving assembly is arranged between the upper support cushion stone and the lower support cushion stone, so that the influence of friction resistance between supports on the pier top during deviation correction and return is reduced, and the return of the pier column and the foundation pile is ensured to be smoother; the correction assembly arranged on the pier top comprises a section steel hoop, a plurality of positioning anchor bars and at least two thin correction jacks, wherein the positioning anchor bars can position the section steel hoop which is obliquely arranged, the thin correction jacks play an auxiliary role in correction, and the upper support cushion stones are pushed to slide while the pier columns and the foundation piles at the lower part return, so that the purpose of correction is better achieved; the arrangement of the stress relief holes can reduce the soil pressure acting on the pile body and reduce the resistance for the subsequent foundation pile return; the high-pressure jet grouting pile has strong soil squeezing effect when the jet grouting pile is prepared, and the foundation pile is pushed from the deep part to generate pushing deviation correcting pressure, so that the pile foundation is pushed to return effectively. Therefore, the utility model can realize controllable deviation rectifying construction, and the construction process is simpler and more convenient, and truly realizes the deviation rectifying and resetting of the pier column and the foundation pile which are cooperated up and down.
[ description of the drawings ]
The utility model will be further described with reference to examples of embodiments with reference to the accompanying drawings.
FIG. 1 is a schematic diagram of a bridge pier and foundation pile deviation correcting system of the present utility model.
Fig. 2 is a front view of a pier correction structure of a bridge pier and foundation pile correction system of the present utility model.
Fig. 3 is a schematic diagram of a pier deviation correcting structure of a bridge pier and foundation pile deviation correcting system according to the present utility model.
Fig. 4 is a schematic side view of a pier deviation correcting structure of a bridge pier and foundation pile deviation correcting system of the present utility model.
Fig. 5 is a schematic top view of a pier deviation correcting structure of a bridge pier and foundation pile deviation correcting system of the present utility model.
Fig. 6 is a partial schematic view of a jack-up assembly of a bridge pier and foundation pile deviation correcting system of the present utility model.
FIG. 7 is a schematic view of a section steel plate structure of a bridge pier and foundation pile deviation correcting system of the present utility model.
Fig. 8 is a top view of a foundation pile rectifying structure of a bridge pier and foundation pile rectifying system of the present utility model.
The numbering in the figures is as follows:
concrete continuous box girder 100, pier column 200, tie beam 300, foundation pile 400, support bolster 500, upper support bolster 501, lower support bolster 502, unloading slope 600;
pier column deviation correcting structure 1, jacking jack assembly 11, jacking jack 111, steel cushion block 112, first steel plate 113, moving assembly 12, second steel plate 121, round steel roller 122, deviation correcting assembly 13, steel hoop 131, steel plate 1311, round steel preformed hole 13111, transverse steel 13112, two vertical steel 13113, steel panel 13114, round steel 1312, nut 1313, positioning anchor bar 132, thin deviation correcting jack 133;
foundation pile deviation correcting structure 2, stress relief hole 21, high-pressure jet grouting pile 22.
[ detailed description ] of the utility model
The technical solutions of the present utility model will be clearly and completely described below with reference to fig. 1 to 8 and the detailed description. In the description of the present utility model, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present utility model and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present utility model. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present utility model, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present utility model will be understood in specific cases by those of ordinary skill in the art.
Referring to fig. 1 to 8, the bridge pier column and foundation pile deviation rectifying system of the present utility model, the bridge comprises a concrete continuous box girder 100, a pier column 200, a tie beam 300 and a foundation pile 400, wherein the foundation pile 400 is buried in soil, the tie beam 300 is arranged on the foundation pile 400, the pier column 200 is arranged on the tie beam 300, two sides of the lower end of the concrete continuous box girder 100 are arranged above the pier column 200 through support cushion stones 500, each support cushion stone 500 comprises an upper support cushion stone 501 and a lower support cushion stone 502 which are arranged up and down, and the deviation rectifying system comprises a pier column deviation rectifying structure 1 and a foundation pile deviation rectifying structure 2;
the pier column deviation rectifying structure 1 comprises a jacking jack assembly 11, a moving assembly 12 and a deviation rectifying assembly 13; the jacking jack assemblies 11 are arranged on the pier columns 200, the jacking jack assemblies 11 are arranged in two rows, the two rows of jacking jack assemblies 11 are arranged in parallel and positioned between the support base stones 500 on the left side and the right side, and the upper ends of the jacking jack assemblies 11 are propped against the lower end surfaces of the concrete continuous box girders 100; the moving assembly 12 is arranged between the upper support cushion stone 501 and the lower support cushion stone 502 in a cushioning manner; the deviation correcting component 13 is arranged on the outer side of the support base cushion stone 500 in a surrounding mode;
each jacking jack assembly 11 comprises a jacking jack 111, a plurality of steel cushion blocks 112 and three first steel plates 113, wherein the steel cushion blocks 112 are stacked on the top of the jacking jack 111, and the three first steel plates 113 are respectively arranged between the pier column 200 and the bottom of the jacking jack 111, between the top of the jacking jack 111 and the steel cushion blocks 112, and between the top of the stacked steel cushion blocks 112 and the bottom of the concrete continuous box girder 100 in a cushioning manner;
the foundation pile deviation rectifying structure 2 comprises a stress relief hole 21 and a high-pressure jet grouting pile 22, wherein the stress relief hole 21 is formed in the soil body on the reverse side of the deviation of the pier column 200, and the high-pressure jet grouting pile 22 is formed in the soil body on the side of the deviation direction of the pier column 200.
In a preferred embodiment, the method comprises: the moving assembly 12 includes two second steel plates 121 and a plurality of round steel rollers 122, the two second steel plates 121 are respectively disposed on the lower surface of the upper support bolster 501 and the upper surface of the lower support bolster 502, and the plurality of round steel rollers 122 are disposed between the two second steel plates 121 in a rolling manner.
In a preferred embodiment, the method comprises: the deviation rectifying component 13 comprises a section steel hoop 131, a plurality of positioning anchor bars 132 and at least two thin type deviation rectifying jacks 133, wherein the positioning anchor bars 132 are respectively implanted on the deviation direction side of the upper support cushion stone 501 and the deviation reverse side of the lower support cushion stone 502,
the section steel hoop 131 comprises a section steel plate 1311 and two round steel 1312 with double-head thread structures, the hollow part in the middle of the section steel plate 1311 is sleeved on the positioning anchor bar 132 on the corresponding side, the size of the hollow part is larger than the diameter of the positioning anchor bar 132, and the thin type deviation correcting jack 133 is arranged between the upper support cushion 501 and the section steel plate 1311 on the corresponding side;
round steel preformed holes 13111 are formed in two sides of the steel plate 1311, two ends of the round steel 1312 penetrate through the round steel preformed holes 13111 in the steel plate 1311 respectively, and the round steel preformed holes 13111 are locked and surrounded on the outer sides of the upper support cushion stone 501 and the lower support cushion stone 502 through nuts 1313.
In a preferred embodiment, the method comprises: the steel plate 1311 comprises two transverse steel sections 13112, two vertical steel sections 13113 and a plurality of steel panels 13114, wherein the two transverse steel sections 13112 are arranged in an up-down parallel mode, the two vertical steel sections 13113 are respectively fixed on two sides of the two transverse steel sections 13112, the plurality of steel panels 13114 are respectively fixed on one side of the two transverse steel sections 13112, and the round steel preformed holes 13111 are formed in the corresponding steel panels 13114.
In a preferred embodiment, the method comprises: the stress relief holes 21 are provided with at least two rows, each row has the same length as the corresponding tie beam 300 in width, the aperture of each stress relief hole 21 is not less than 300mm, and the center-to-center spacing is 500-600 mm.
In a preferred embodiment, the method comprises: the high-pressure jet grouting piles 22 are provided with at least 3 rows, the length of each row is the same as the width of the corresponding tie beam 300, the edges of the adjacent high-pressure jet grouting piles 22 are mutually overlapped, the diameter of each high-pressure jet grouting pile 22 is not less than 500mm, and the center-to-center distance is not more than 700mm; the high-pressure jet grouting piles 22 are positioned at the bottom of the tie beam 300 and are closely attached to the tie beam 300, and the bottom of the high-pressure jet grouting piles 300 is positioned at a depth of 2m above the bottom surface of the soft soil layer.
The implementation process of the utility model is as follows:
(1) And (3) unloading earthwork: the asymmetric piling side is subjected to grading unloading, the width of the unloading platform meets the subsequent construction requirement, and the adjacent pier columns are not adversely affected while unloading decompression is ensured.
(2) Pier stud structure of rectifying: firstly, jacking a concrete continuous beam box by utilizing a plurality of groups of jacking jack assemblies 11, separating an upper support cushion 501 from a lower support cushion 502, putting the upper support cushion and the lower support cushion into a moving assembly 12, and finally, installing a deviation correcting assembly 13;
(3) The active region is provided with a stress relief hole 21: the stress relief holes 21 are drilled by adopting a geological drilling machine, the distance is equal to that no hole stringing occurs, and the drilling depth is not greater than the elevation of the bottom surface of the weak soil layer.
(4) Setting of high pressure jet grouting piles 22: and correcting the foundation pile by utilizing the slurry pressure generated during high-pressure jet grouting construction, adopting a single-pipe jet grouting process for the high-pressure jet grouting pile 22, performing jet grouting from bottom to top at the slurry pressure of not less than 25MPa, performing jet grouting at the lifting speed of not more than 0.5m/min, and performing rechecking according to the calculation and analysis result, wherein the pile bottom elevation is positioned at the depth of 2m above the bottom surface of the weak soil layer, and the pile top elevation is up to the bottom elevation of the tie beam 300.
In summary, the utility model is provided with the moving component 12, namely a rolling type moving component is arranged between the upper support cushion stone 501 and the lower support cushion stone 502, so as to reduce the influence of friction resistance between supports on the pier top during deviation correction and return, and ensure that the return of the pier column and the foundation pile is smoother; the correction assembly 13 arranged on the pier top comprises a section steel hoop 131, a plurality of positioning anchor bars 132 and at least two thin correction jacks 133, wherein the positioning anchor bars 132 can position the section steel hoop 131 arranged obliquely, the thin correction jacks play an auxiliary role in correction, and the upper support cushion stones are pushed to slide while the pier columns and the foundation piles at the lower part return to achieve the purpose of correction better; the stress relief holes 21 can reduce the soil pressure acting on the pile body and reduce the resistance for the subsequent foundation pile return; the high-pressure jet grouting pile has strong soil squeezing effect when the jet grouting pile is prepared, and the foundation pile is pushed from the deep part to generate pushing deviation correcting pressure, so that the pile foundation is pushed to return effectively. Therefore, the utility model can realize controllable deviation rectifying construction, and the construction process is simpler and more convenient, and truly realizes the deviation rectifying and resetting of the pier column and the foundation pile which are cooperated up and down.
While specific embodiments of the utility model have been described above, it will be appreciated by those skilled in the art that the specific embodiments described are illustrative only and not intended to limit the scope of the utility model, and that equivalent modifications and variations of the utility model in light of the spirit of the utility model will be covered by the claims of the present utility model.
Claims (6)
1. Bridge pier stud and foundation pile rectifying system, the bridge includes concrete continuous box girder, pier stud, tie beam and foundation pile, the foundation pile is buried underground in the soil body, the tie beam sets up on the foundation pile, the pier stud sets up on the tie beam, concrete continuous box girder lower extreme both sides are in through support filler setting the top of pier stud, each support filler includes upper support filler and lower support filler that sets up from top to bottom, its characterized in that: the deviation rectifying system comprises a pier column deviation rectifying structure and a foundation pile deviation rectifying structure;
the pier column deviation rectifying structure comprises a jacking jack component, a moving component and a deviation rectifying component; the jacking jack assemblies are arranged on the pier columns, the two rows of jacking jack assemblies are arranged in parallel and positioned between the support base stones at the left side and the right side, and the upper ends of the jacking jack assemblies are propped against the lower end face of the concrete continuous box girder; the movable assembly pad is arranged between the upper support pad and the lower support pad; the deviation correcting component is arranged on the outer side of the support base stone in a surrounding mode;
each jacking jack component comprises a jacking jack, a plurality of steel cushion blocks and three first steel plates, wherein the steel cushion blocks are stacked on the top of the jacking jack, and the three first steel plates are respectively arranged between the pier column and the bottom of the jacking jack, between the top of the jacking jack and the steel cushion blocks, and between the top of the stacked steel cushion blocks and the bottom of the concrete continuous box girder;
the foundation pile deviation rectifying structure comprises a stress relief hole and a high-pressure jet grouting pile, wherein the stress relief hole is formed in the soil body on the reverse side of the pier column deviation, and the high-pressure jet grouting pile is arranged in the soil body on one side of the pier column deviation direction.
2. The bridge pier and foundation pile deviation correcting system according to claim 1, wherein: the moving assembly comprises two second steel plates and a plurality of round steel rolling shafts, the two second steel plates are respectively arranged on the lower surface of the upper support cushion stone and the upper surface of the lower support cushion stone, and the plurality of round steel rolling shafts are arranged between the two second steel plates in a rolling mode.
3. The bridge pier and foundation pile deviation correcting system according to claim 1, wherein: the deviation rectifying component comprises a section steel hoop, a plurality of positioning anchor bars and at least two thin type deviation rectifying jacks, wherein the positioning anchor bars are respectively implanted at the side of the deviation direction of the upper support cushion stone and the side of the deviation opposite direction of the lower support cushion stone,
the steel section hoops comprise two steel section plates and two round steels with double-head thread structures, hollow parts in the middle of the two steel section plates are sleeved on positioning anchor bars on corresponding sides, the size of the hollow parts is larger than that of the positioning anchor bars, and the thin type deviation correcting jack is arranged between an upper support backing stone and the steel section plates on the corresponding sides;
the two sides of the steel plate are provided with round steel preformed holes, two ends of the round steel penetrate through the round steel preformed holes on the steel plate respectively, and the round steel preformed holes are locked and enclosed by nuts to be arranged on the outer sides of the upper support cushion stone and the lower support cushion stone.
4. A bridge pier and foundation pile deflection correcting system in accordance with claim 3 wherein: the steel plate comprises two transverse section steel, two vertical section steel and a plurality of steel panels, wherein the two transverse section steel is arranged in an up-down parallel mode, the two vertical section steel is respectively fixed on two sides of the transverse section steel, the plurality of steel panels are respectively fixed on two sides of the transverse section steel, and the round steel preformed holes are formed in the corresponding steel panels.
5. The bridge pier and foundation pile deviation correcting system according to claim 1, wherein: the stress relief holes are provided with at least two rows, the length of each row is the same as the width of the corresponding tie beam, the aperture of each stress relief hole is not less than 300mm, and the center distance is 500-600 mm.
6. The bridge pier and foundation pile deviation correcting system according to claim 1, wherein: the high-pressure jet grouting piles are provided with at least 3 rows, the length of each row is the same as the width of the corresponding tie beam, the edges of the adjacent high-pressure jet grouting piles are mutually overlapped, the diameter of each high-pressure jet grouting pile is not less than 500mm, and the center-to-center distance is not more than 700mm; the high-pressure jet grouting pile is located at the bottom of the tie beam and is tightly attached to the tie beam, and the bottom of the high-pressure jet grouting pile is located at the depth of 2m above the bottom surface of the weak soil layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321618017.4U CN220352911U (en) | 2023-06-25 | 2023-06-25 | Bridge pier column and foundation pile deviation correcting system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202321618017.4U CN220352911U (en) | 2023-06-25 | 2023-06-25 | Bridge pier column and foundation pile deviation correcting system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN220352911U true CN220352911U (en) | 2024-01-16 |
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ID=89478488
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202321618017.4U Active CN220352911U (en) | 2023-06-25 | 2023-06-25 | Bridge pier column and foundation pile deviation correcting system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN220352911U (en) |
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2023
- 2023-06-25 CN CN202321618017.4U patent/CN220352911U/en active Active
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