CN111364532B - Existing pile foundation reinforcement method based on slurry control - Google Patents
Existing pile foundation reinforcement method based on slurry control Download PDFInfo
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- CN111364532B CN111364532B CN202010212426.9A CN202010212426A CN111364532B CN 111364532 B CN111364532 B CN 111364532B CN 202010212426 A CN202010212426 A CN 202010212426A CN 111364532 B CN111364532 B CN 111364532B
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- 239000002002 slurry Substances 0.000 title claims abstract description 64
- 230000002787 reinforcement Effects 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 40
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 68
- 238000002347 injection Methods 0.000 claims abstract description 43
- 239000007924 injection Substances 0.000 claims abstract description 43
- 239000002689 soil Substances 0.000 claims abstract description 37
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 35
- 238000005553 drilling Methods 0.000 claims abstract description 20
- 230000008569 process Effects 0.000 claims description 20
- 238000013461 design Methods 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 3
- 238000005728 strengthening Methods 0.000 description 5
- 238000005507 spraying Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 230000003628 erosive effect Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 238000004901 spalling Methods 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
Classifications
-
- 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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The present disclosure provides a slurry control-based existing pile foundation reinforcement method, which relates to the field of pile foundation construction, wherein a certain number of drill holes are arranged around an existing pile foundation, and a double pipe is lowered, wherein a water pipe and a slurry pipe are arranged in the double pipe; arranging a water injection nozzle and a grouting head at the bottom of the double pipe, and respectively communicating corresponding supply ends through pipelines; the water injection nozzle outputs high-pressure water flow to disturb soil body towards the existing pile foundation to form a softened reinforcing area; the grouting head performs low-pressure grouting to the softened area, so that the flow range of the slurry is easy to control, the reinforced area is filled and compacted, the reinforced area is reinforced to the ground section by section, the method is repeated to perform drilling and reinforcing one by one, a circumferential closed reinforcing ring is formed on the pile body, the problem that the slurry is uncontrollable in the traditional grouting method is solved, the effective rate of the slurry is improved, the bearing capacity of the existing pile foundation is improved, the settlement of the pile top is reduced, and the effective reinforcement of the existing pile foundation is realized more simply.
Description
Technical Field
The disclosure relates to the field of pile foundation construction, in particular to an existing pile foundation reinforcing method based on slurry control.
Background
The statements in this section merely provide background information related to the present disclosure and may not necessarily constitute prior art.
Pile foundations are important foundation types of various buildings and bridges, pile foundations are deeply buried underground, and various diseases are easy to occur, such as defects in construction quality, corrosion of reinforcing steel bars, erosion and spalling of concrete, erosion of soil around piles, large horizontal displacement of pile foundations and other different diseases; the conditions of structural damage, bearing performance damage and the like occur in a large number of in-service pile foundation projects, and reinforcement and maintenance are needed. The existing pile foundation in the reconstruction and expansion project can improve bearing capacity, reduce sedimentation, can be recycled, saves energy, reduces emission and reduces investment after grouting and reinforcement.
The inventor finds that the existing pile foundation strengthening method mainly comprises a pile supplementing method, an anchor rod static pile, a root pile method, a grouting strengthening method and the like, but the strengthening method mainly comprises post grouting strengthening around a newly built pile foundation to improve the bearing capacity of the pile foundation, the research on grouting strengthening of the existing pile foundation is still lacking, the slurry flow is related to rock-soil permeability, strength, grouting pressure and the like, the slurry is not easy to control, the slurry efficiency is low, slurry waste is caused, and the grouting quality cannot be ensured; in the grouting reinforcement process of the existing pile foundation, grout gradually fills along soil gaps, the grouting body can promote pile side resistance of the pile, but the reinforcement performance is limited, the contact area of the grout and the pile body is limited, and the bearing characteristic of the pile foundation is difficult to effectively improve.
Disclosure of Invention
The purpose of the present disclosure is to provide a slurry control-based existing pile foundation reinforcement method, which is to firstly disturb soil mass around a pile and at a certain range of a pile bottom through high-pressure water flow to form a reinforcement area, then to fill and solidify the reinforcement area by injecting slurry at low pressure, so as to prevent the slurry from flowing out of the reinforcement area, the slurry directly contacts with the side wall of the pile foundation, and form a closed reinforcement body for the pile foundation in the circumferential direction, thereby realizing effective reinforcement of the pile foundation more simply and conveniently.
In order to achieve the above purpose, the following technical scheme is adopted:
an existing pile foundation reinforcement method based on slurry control comprises the following steps:
drilling holes around the existing pile foundation and lowering a double pipe;
arranging a water injection pipe and a grouting pipe in the double pipe, wherein the water injection pipe and the grouting pipe are respectively communicated with a water injection nozzle and a grouting head and are respectively communicated with corresponding supply ends through pipelines;
the water injection nozzle firstly outputs high-pressure water flow to disturb soil towards the existing pile foundation to form a disturbance area;
the grouting head performs low-pressure grouting towards the disturbance area and controls the slurry flow to fill the disturbance area;
and reinforcing the pile foundation after the slurry is solidified.
Further, a plurality of the drill holes are uniformly distributed along the circumferential direction of the pile foundation and are used for enabling the disturbance area to surround the pile foundation and form a set reinforcement thickness.
Further, each drilling hole is matched with a double pipe, and the double pipes are respectively correspondingly matched with a water injection nozzle and a grouting head, and respectively disturb soil body and static grouting towards the pile body.
Further, the water injection nozzle disturbs soil body to the pile body, the grouting head performs grouting to fill the disturbation area, slurry is tightly combined with the pile body to form a reinforcing body, and the double pipe corresponding to each drilling hole forms a sector reinforcing area ranging from the drilling hole to the pile body.
Further, a plurality of boreholes are sequentially constructed along the circumferential direction of the pile foundation, grouting reinforcement areas between adjacent double pipes are mutually intersected, and a closed reinforcement area is formed together to surround the existing pile foundation.
Further, the water injection nozzle swings in the horizontal direction to output high-pressure water flow, and meanwhile, the water injection nozzle gradually rises in height along the axial direction of the drilling hole until reaching the ground, so that a reinforcing area filled with slurry is formed.
Further, in the process of outputting the slurry by the slurry injection head, the water injection nozzle stops injecting water, and is used as a water drain pipe to discharge gas and water in the reinforced area, and after the slurry flows out, the water drain pipe is closed and the slurry injection is continued until the disturbance area is completely filled.
Further, the soil body disturbance and grouting process are sequentially carried out along the axial section of the drill hole, and grouting is carried out after soil body disturbance is carried out on each section.
Further, the reinforced area covers the disturbed soil around the pile foundation.
Compared with the prior art, the present disclosure has the advantages and positive effects that:
(1) Firstly, disturbing soil body by high-pressure water flow swing spraying to form a reinforcing area, and then, outputting slurry by low pressure to enable the slurry to flow in a swing spraying range and gradually fill the reinforcing area, so that the existing pile foundation is reinforced, on the other hand, the problems that the high-pressure grouting slurry flow and the reinforcing area are uncontrollable in the surrounding soil body directly by the traditional reinforcing method are solved, the reinforcing area formed by disturbance forms guide on the slurry flow, the controllability of the whole grouting process is improved, and the grouting effective rate is improved;
(2) The multiple drill holes are distributed around the pile foundation, the pile foundation is constructed sequentially along the pile circumference, the disturbance range is enlarged to surround the whole pile foundation, the pile foundation is reinforced from the circumferential direction, the reinforced areas among the drill holes are crossed, an integral reinforced structure is formed, and the stability of the pile foundation and the strength of the reinforced part are further improved;
(3) The water flow is disturbed to the pile body, after grouting, the slurry contacts the pile foundation and is wrapped in a circumferential direction, so that the contact area between the reinforced slurry and the pile foundation is increased, the connection strength between the reinforced part and the existing pile foundation is improved, the reinforced part and the pile foundation are tightly combined into a whole, the diameter of the pile foundation is increased, and the friction between the reinforced part and surrounding soil is improved;
(4) Soil is disturbed in a' first disturbance and then grouting is carried out in a grouting mode under low pressure, and the grouting under low pressure enables slurry to be fully distributed in a disturbance area, so that uncertainty of slurry diffusion in a traditional grouting method is avoided, unnecessary slurry output is reduced, effective control of slurry distribution is achieved, and full-section reinforcement is achieved by matching with a cross area formed by adjacent grouting pipes.
Drawings
The accompanying drawings, which are included to provide a further understanding of the disclosure, illustrate and explain the exemplary embodiments of the disclosure and together with the description serve to explain the disclosure, and do not constitute an undue limitation on the disclosure.
FIG. 1 is a schematic diagram of a connection between a double pipe and a nozzle in embodiment 1 of the present disclosure;
fig. 2 is a schematic diagram showing the relative positions of a double pipe and an existing pile foundation according to embodiment 1 of the present disclosure.
In the figure, 1-double tube; 2-water injection nozzle; 3-grouting heads; 4-pile foundation; 5-drilling; 6-grouting reinforcement area.
Detailed Description
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the present disclosure. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this disclosure belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments in accordance with the present disclosure. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof;
for convenience of description, the words "upper", "lower", "left" and "right" in this disclosure, if used, merely denote an upper, lower, left, and right direction consistent with the accompanying drawings, and do not limit the structure, but merely facilitate description of the invention and simplify description, without indicating or implying that the apparatus or elements being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus should not be construed as limiting the present disclosure.
As described in the background art, the prior art still lacks research on grouting reinforcement of the existing pile foundation, and as slurry flow is related to permeability, strength, grouting pressure and the like of rock and soil, slurry diffusion in a stratum is not easy to control, slurry efficiency is low, slurry waste is caused, and grouting design indexes are often not reached; in the conventional method, slurry is filled and extruded along soil gaps in the process of grouting and reinforcing the existing pile foundation, the slurry extends in a direction related to the soil gaps, the pile can possibly be backed up, the strength of the soil around the mixed soil lifting pile is limited, the contact area between the grouting body and the pile body is limited, the bearing performance of the pile foundation is difficult to effectively improve, and the present disclosure provides an existing pile foundation reinforcing method based on slurry control.
Example 1
In an exemplary embodiment of the present disclosure, as shown in fig. 1-2, an existing pile foundation reinforcement method based on slurry control is presented.
Determining a pile foundation 4 to be reinforced, determining a reinforcing range of the pile foundation according to engineering requirements, drilling a plurality of drill holes 5 around the existing pile foundation according to the reinforcing range, and lowering a double pipe 1 into the drill holes;
arranging a corresponding water injection nozzle 2 and a grouting head 3 at the bottom of the double pipe, wherein the water injection nozzle is connected with a high-pressure water flow supply end through a water injection pipeline, and the grouting head is connected with a slurry supply end through a grouting pipeline;
dividing the grouting reinforcement process of each drilling hole into a plurality of sections, and performing water injection disturbance and grouting on each section respectively;
the water injection nozzle firstly outputs high-pressure water flow to disturb soil body towards the existing pile foundation, and gradually lifts the water injection nozzle along the axial direction of the pile foundation to form a three-dimensional reinforcing area; the water content of the disturbance area is larger at the moment;
the grouting head is arranged at the bottom of the disturbance area and outputs low-pressure slurry towards the existing pile foundation, and the water body in the reinforcement area is extruded and discharged by the slurry until the slurry fills the whole reinforcement area;
after the reinforcement process of the section is finished, the water injection nozzle and the grouting head are lifted upwards to the next section, then the processes of water injection disturbance soil mass to form a reinforcement area and grouting gradual filling of the reinforcement area are sequentially carried out until the reinforcement area reaches the ground, and the grouting reinforcement process in the drilling hole is finished;
and (3) carrying out the same grouting process on the next drilling hole until all the drilling holes are subjected to grouting reinforcement, and circumferentially forming reinforcement on the pile foundation to form an integral grouting reinforcement area 6.
The soil body is disturbed by water injection to form a reinforced area, and then the reinforced area is filled by grouting, so that the reinforced range can be effectively controlled, and the effectiveness of the slurry is improved; the problem that the slurry flow direction is uncontrollable caused by the traditional high-pressure grouting is solved, the soil body is disturbed by water flow, the slurry is guided to flow and fill in the reinforcing area, the filling range of the slurry is controlled, and the pertinence and the effectiveness of the existing pile foundation reinforcement are improved.
Further, a plurality of drill holes are uniformly distributed around the pile foundation to form a surrounding of the pile foundation; when the number of the drilled holes is specifically selected, the number of the holes is selected according to the size of the diameter of the reinforced pile and the distance between the drilled holes and the side face of the pile body, and the number of the holes is adaptively increased along with the increase of the diameter of the pile foundation;
of course, it will be appreciated that for the same pile foundation, as few openings as possible can reduce the cost and time of drilling, but that fewer openings also require greater pressure to be provided to the water injection head and the grouting head, and thus a greater working range, to obtain sufficient reinforcement area.
In this embodiment, as shown in fig. 2, three holes are arranged around the pile, and the swing angles of the water injection nozzles are 120 °, so that the reinforced area forms an area with a hexagonal section;
in other possible embodiments, four drilling holes can be arranged, four double pipes are arranged, and the swing angles of the water injection nozzles are 90 degrees, so that the reinforced area forms an area with a quadrilateral cross section; the swing spraying angle of the water injection nozzle can be 135 degrees, so that the reinforced area forms an area with an octagonal section;
in some other possible implementation manners, the cross-sectional shape of the reinforced area to be formed can be selected according to the requirement, other numbers of the drill holes can be selected, the swing spraying angle of the drill holes is determined according to the cross-sectional shape of the reinforced area to be formed, the number of the drill holes is selected, the corresponding swing angle is set according to the requirement, and the set number of the drill holes is more than or equal to three, and is not repeated here.
Further, the double pipe bottom is matched with a water injection nozzle and a grouting head, high-pressure water flow and low-pressure slurry are respectively injected towards the pile body, the water injection nozzle disturbs soil body to the surface of the pile body, reinforcement areas between adjacent drilling holes are mutually intersected, and the reinforcement areas formed together surround the circumferential direction of the existing pile foundation to form an integral reinforcement area, so that the bearing performance of the pile foundation is further improved.
It can be understood that the coverage of the water injection nozzle and the grouting head needs to be calculated in advance, so that the disturbance ranges of the water injection nozzles in the configured multiple drilling holes can be mutually crossed, and the reinforcing area formed jointly can surround the existing pile foundation, thereby avoiding the phenomenon that the reinforcing area is not overlapped or the reinforcing thickness of the local pile side is insufficient, and affecting the integral reinforcing effect.
Further, the swinging of the water injection nozzle and the grouting head is in the horizontal direction, soil is disturbed in the swinging process, and the height of the nozzle needs to be gradually lifted along with the continuous swinging of the nozzle, so that the range of the disturbed soil is gradually enlarged by the nozzle, and a three-dimensional reinforcing area is gradually formed; after the soil body is disturbed by high-pressure water flow, in the grouting process, a water injection pipe in the double pipe is used as a water drainage pipe and an exhaust pipe, gas and water in the disturbed area are discharged out of the ground, the water injection pipe is sealed after cement slurry flows out, and grouting pressure is applied to meet the design requirement;
in the process of disturbing the soil body, as the distance between the reinforcing height and the vertical direction is larger, if the soil body is completely disturbed, the soil body around the drill hole can be loosened and collapsed, so in the embodiment, the soil body is selected to be partly disturbed to form a reinforcing area, then the section is subjected to grouting, and after the section is subjected to grouting, the next section is subjected to disturbance and grouting, so that the next section is gradually subjected to the lifting;
in the process of gradual grouting, the space for forming the reinforced area at the same time is only one section, so that the influence on surrounding soil is reduced, and the operability in the grouting process is improved; the reinforcing effect of each section can be guaranteed through sectional grouting, the slurry of the shorter section can be fully filled and extruded, the internal air bubble and other structures are reduced, and the strength after solidification and molding is guaranteed.
The foregoing description of the preferred embodiments of the present disclosure is provided only and not intended to limit the disclosure so that various modifications and changes may be made to the present disclosure by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present disclosure should be included in the protection scope of the present disclosure.
Claims (3)
1. The existing pile foundation reinforcement method based on slurry control is characterized by comprising the following steps of:
drilling holes around the existing pile foundation and lowering a double pipe;
arranging a water injection pipe and a grouting pipe in the double pipe, wherein the water injection pipe and the grouting pipe are respectively communicated with a water injection nozzle and a grouting head and are respectively communicated with corresponding supply ends through pipelines;
dividing the grouting reinforcement process of each drilling hole into a plurality of sections, and performing water injection disturbance and grouting on each section respectively; the water injection nozzle firstly outputs high-pressure water flow towards the existing pile foundation to disturb soil, and swings in the horizontal direction to output high-pressure water flow, and gradually rises in height along the axial direction of the drilling hole to form a reinforcing area filled with slurry, namely a disturbance area;
the grouting head performs low-pressure grouting towards the disturbance area and controls the flow of slurry, and in the process of outputting the slurry, the water injection nozzle stops injecting water and is used as a water drain pipe to drain gas and water in the reinforcement area, and after the slurry flows out, the water drain pipe is closed and grouting is continued until the disturbance area is completely filled; the soil body disturbance and grouting processes are sequentially carried out along the axial section of the drill hole, and grouting is carried out after soil body disturbance is carried out on each section; reinforcing pile foundation after the slurry is solidified and formed; until reaching the ground, completing the grouting reinforcement process in the drilling hole;
the multiple drill holes are uniformly distributed along the circumferential direction of the pile foundation and are used for enabling the disturbance area to surround the pile foundation and form a set reinforcement thickness;
the reinforcing thickness, namely, the sector reinforcing area ranging from the drilled hole to the pile body is formed by taking the double pipe corresponding to each drilled hole as the center, the section shape of the reinforcing area is selected according to the requirement, the number of the drilled holes is selected, the corresponding swinging angles are set according to the section shape of the reinforcing area, and the setting number of the drilled holes is more than or equal to three;
the water injection nozzle disturbs soil body to the pile body, the grouting head performs grouting to fill the disturbs area, and the slurry is tightly combined with the pile body to form a reinforcing body.
2. The slurry control-based existing pile foundation reinforcement method of claim 1, wherein a plurality of boreholes are sequentially constructed in the circumferential direction of the pile foundation, and grouting reinforcement areas between adjacent double pipes are intersected with each other to form a closed reinforcement area together to surround the existing pile foundation.
3. The existing pile foundation reinforcing method based on slurry control as claimed in claim 1, wherein the gas and water in the disturbance area are discharged out of the ground through the water injection pipe in the double pipe in the grouting process, the water injection pipe is closed after the cement slurry is exposed, and grouting pressure is applied to meet the design requirement.
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| CN202010212426.9A CN111364532B (en) | 2020-03-24 | 2020-03-24 | Existing pile foundation reinforcement method based on slurry control |
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| CN202010212426.9A CN111364532B (en) | 2020-03-24 | 2020-03-24 | Existing pile foundation reinforcement method based on slurry control |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111927334A (en) * | 2020-07-28 | 2020-11-13 | 山东省路桥集团有限公司 | Integrated construction device and construction method for reinforcing existing pile foundation based on slurry control |
| CN112681299A (en) * | 2020-12-22 | 2021-04-20 | 山东农业大学 | Existing pile foundation grouting reinforcement hole sealing device and using method |
| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
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| CN110438985A (en) * | 2019-07-26 | 2019-11-12 | 湖南化工地质工程勘察院有限责任公司 | Cast-in-situ bored pile pile foundation supporting course reinforcing construction method |
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