CN113550303A - Pile forming method for down-the-hole impact high-pressure jet grouting composite pile - Google Patents
Pile forming method for down-the-hole impact high-pressure jet grouting composite pile Download PDFInfo
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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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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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
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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Abstract
The invention provides a down-the-hole impact high-pressure jet grouting composite pile forming method, including S1 pile hole forming step, S2 high-pressure jet grouting pile forming step and S3 precast pile sinking step, its step lies in that the down-the-hole hammer is impacted and drilled into the pile hole under the drive of high-pressure air, at the same time, the injector nozzle of the down-the-hole impact high-pressure jet grouting drill sprays high-pressure jet grouting cement paste to cut, stir and reinforce the soil body around the pile to form uniform cement-soil mixture, then the precast pile whose diameter is smaller than the hole forming aperture of the down-the-hole hammer is driven into the hole bottom along the center of the high-pressure jet grouting pile by adopting a hammering pile machine or a static pressure pile machine, thus forming the composite pile, the pile forming method can be applied to the aspects of foundation treatment, pile foundation, foundation pit support, water-stop curtain, eliminating or reducing the dilatancy of foundation liquefaction and expansive soil, etc., it has the advantages of stable quality, convenient construction, saving the construction period, saving material and construction cost, the manufacturing cost is reduced, and the like.
Description
Technical Field
The invention belongs to the field of geotechnical engineering, and particularly relates to a pile forming method of a down-the-hole impact high-pressure jet grouting composite pile.
Background
In the geotechnical engineering field, the bored concrete pile that punches is applicable to and has the multilayer solution cavity in the underground, but the hole is little and the thin geological conditions of upper portion roof, and this kind of pile can punch through upper solution cavity roof, reaches lower floor solution cavity roof, but when the underground has big solution cavity, and the pouring concrete can cause concrete loss and be difficult to control. The cast-in-situ bored pile can be embedded into rock, has high bearing capacity, can drill through underground boulders and interlayers, but easily generates the phenomena of drill burying, drill dropping, inclined piles and the like in bedrock with a plurality of cracks, seriously prolongs the construction period and has low economic benefit when being used for treating the problems; the prestressed pipe pile has the advantages of high pile body bearing capacity and short construction period, is suitable for geological conditions such as silt, soil cavern, quicksand, underground river communication and the like, but sometimes has overlong piles due to large rock surface fluctuation and high inclined pile and broken pile rate. In summary, a single pile type is difficult to meet the requirements of feasible technology, reliable quality, economy, reasonability and the like. Therefore, a better pile type is urgently expected to be found in engineering practice, the advantages of the respective single pile types can be integrated, the good matching of the pile body strength and the bearing capacity of the surrounding rock soil of the pile is realized, and the problem that the over-irrigation amount of concrete is uncontrollable is solved.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a method for forming a down-the-hole impact high-pressure jet grouting composite pile, which aims to solve the problems in the background technology.
The technical scheme of the invention provides a pile forming method of a down-the-hole impact high-pressure jet grouting composite pile, which comprises the following steps:
s1 pile hole forming step: the hammer of the down-the-hole impact high-pressure jet drilling machine provides high-pressure air, and the down-the-hole hammer is driven by the high-pressure air to impact and drill to form a pile hole;
s2 high-pressure jet grouting pile forming step: jetting high-pressure cement slurry to surrounding soil bodies by a jet nozzle of a down-the-hole impact high-pressure jet drilling machine to perform high-pressure jet grouting to form a high-pressure jet grouting pile;
s3 precast pile sinking step: the pile hammering machine or the static pressure pile machine drives the precast pile with the diameter smaller than the hole forming aperture of the down-the-hole hammer into the bottom of the hole of the pile hole along the center of the high-pressure jet grouting pile to form the composite pile.
Further, in the step of forming the hole by the S1 pile hole, the air pressure of high-pressure air is not lower than 20 Mpa.
Further, the step of forming the hole by the S1 pile hole further comprises the step of spraying high-pressure cement slurry by nozzles on the periphery of the upper part of the impactor to cut, soften, vibrate, densify and impact and crush the surrounding soil body, wherein the pressure of the high-pressure cement slurry is not lower than 5 Mpa.
Further, the step of forming the S2 high-pressure jet grouting pile further comprises the step of jetting high-pressure air at the bottom of the down-the-hole hammer to extrude the high-pressure cement paste to the periphery, and stirring and mixing the high-pressure cement paste with the surrounding soil body to form a uniform cement-soil mixture.
Further, in the step of forming the S2 high-pressure jet grouting pile, the jet pressure of the high-pressure cement paste is 20-25 Mpa.
Further, in the step of sinking the precast pile S3, the precast pile may include any one of a tubular pile, a hollow square pile, a bamboo joint pile, and a screw pile.
Further, the down-the-hole hammer is of a high frequency vibratory type.
Further, in the step of forming the hole by the S1 pile hole, the diameter of the pile hole is 500-1200 mm.
Further, the down-the-hole impact high-pressure jet grouting composite pile is formed by a pile forming method of the down-the-hole impact high-pressure jet grouting composite pile, is of a concentric annular sandwich structure and comprises a flexible outer pile, a flexible precast pile in wrapping connection with the flexible outer pile and a flexible pile core in wrapping connection with the flexible precast pile.
Compared with the prior art, the invention has the technical characteristics that: (1) the soil around the pile is improved, and the side friction resistance is improved; (2) the construction is similar to dry operation, and the environmental pollution is small; (3) a down-the-hole hammer is used for forming holes, high-pressure jet grouting is followed with jet, a non-borrowing construction process is adopted, and pile-forming waste soil is reduced; (4) the pipe pile adopts hammering soil squeezing construction to squeeze soil around the pile, so that the side frictional resistance of the soil around the pile is improved again; (5) the bearing capacity of a single pile is higher than that of a immersed tube cast-in-place pile or a drilling cast-in-place pile with the same diameter; (6) the construction progress is fast, the construction quality is easy to guarantee, the pile breaking accidents are few, and the hidden danger of concrete segregation is avoided; (7) after the high-pressure rotary spraying guniting cementing solidification, the sediment at the bottom of the pile is very little; (8) the rock-socketed depth is easy to guarantee, and the problem that the pile foundation of the hard rock layer is difficult to enter the rock is effectively solved; (9) under the same single pile bearing capacity requirement, the down-the-hole impact high-pressure jet grouting composite pile is low in manufacturing cost, and particularly has more obvious manufacturing cost advantage in a hard rock stratum.
The invention has the following beneficial effects:
the composite pile is characterized by that it integrates the advantages of prefabricated pile and jet grouting pile, and can utilize the conditions of different geological conditions, upper structure requirements and reinforcement goal to pertinently and flexibly regulate pile diameter, pile length, ash-mixing quantity and strength of various piles so as to make the composite pile fully give out side friction resistance of soft soil around the pile, at the same time it can effectively solve the problem of that the construction difficulty of embedding prefabricated pile into hard rock is large, ensure rock-socketing depth and raise single pile bearing capacity, and can obviously raise the strength of soil body between piles and participation degree to bearing so as to meet different design requirements.
Drawings
The present invention will be described in detail with reference to the accompanying drawings.
FIG. 1 is a schematic flow chart of a method according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional view of a composite pile according to an embodiment of the invention;
FIG. 3 is a schematic longitudinal section of a composite pile according to an embodiment of the invention;
fig. 4 is a schematic diagram of composite pile hammering construction according to the embodiment of the present invention.
The method comprises the following steps of 1, 2, 3 and 4, namely a down-the-hole impact high-pressure jet grouting composite pile, an external pile and a pile core.
Detailed Description
Embodiments according to the present invention will now be described in detail with reference to the accompanying drawings.
Referring to fig. 1 to 4, the invention relates to a pile forming method of a down-the-hole impact high-pressure jet grouting composite pile, which comprises an S1 pile hole forming step, an S2 high-pressure jet grouting pile forming step and an S3 precast pile sinking step.
Example 1
High-quality R42.5# ordinary silica cement is selected, and the maximum water level line is calibrated according to the size of the stirring barrel, the water-cement ratio and the mud proportion. Adding cement according to the water cement ratio of 1:1, fully stirring, and determining whether the specific gravity of the slurry reaches the trial specific gravity of 1.47 or not, if not, continuing to add the cement until the trial specific gravity of the cement slurry is reached. The stirring time can not exceed the initial setting time of the cement paste, and the cement paste is filtered by two filter screens to prevent the nozzle from being blocked.
S1 pile hole forming step: after the down-the-hole impact high-pressure rotary jet drilling machine is in place, the verticality deviation is not more than +/-0.5% after correction, the down-the-hole hammer is driven to drill under the drive of 20Mpa high-pressure air provided by an impactor at the bottom of a drill rod until the depth reaches 10m, the diameter of a pile hole is 800mm, and meanwhile, 5Mpa high-pressure cement slurry is sprayed on a soil body for the first time through nozzles on the periphery of the upper part of the impactor, so that the effects of cutting, softening, vibrating compaction and impact crushing are achieved through rotary jet. The combined action of the high-frequency vibration impact of the down-the-hole hammer and the high-pressure air can also generate a 'micro air explosion' effect in the space at the bottom of the hammer, further enhance the impact damage capability to cohesive soil, silt and sandy soil, adjust the positions of the stones through vibration and air explosion on pebble and stone strata, open a channel and facilitate the follow-up cement paste to enter a reinforced area.
S2 high-pressure jet grouting pile forming step: after the hole is formed, lifting the drill rod to start high-pressure rotary spraying, and performing 20Mpa high-pressure jet grouting from a nozzle on the side wall of the ejector to the surrounding soil body from bottom to top; at the moment, the soil body in the flow plastic or liquefied state is fully stirred and mixed by the high-pressure cement slurry sprayed around the sprayer, meanwhile, the stirring and mixing force can be increased by the high-pressure gas sprayed at the bottom of the hammer, the slurry is extruded around, and the reinforced soil body is injected along the pores and channels opened by gas explosion, so that a uniform cement-soil mixture is formed. When the re-spraying is carried out within the range of 1m below the pile head, the drill is slowly lifted and ascended, and the re-spraying is carried out once, so that the compactness of the pile body is increased. Because the range of 1m below the pile top can bear larger load, the mass of the pile body at the position is strengthened to play a key role in exerting the bearing capacity of the pile body.
S3 precast pile sinking step: within 4h after the construction of the high-pressure jet grouting pile is completed, a hammering pile machine or a static pressure pile machine is adopted to drive the precast pile 2 with the diameter smaller than the hole forming aperture of the down-the-hole hammer into the bottom of the hole along the center of the high-pressure jet grouting pile, so that the composite pile is formed.
In the embodiment, the precast pile adopts a tubular pile which is a hollow cylindrical elongated concrete precast member manufactured by a prestress process and a centrifugal forming method, the type of the hollow cylindrical elongated concrete precast member is PHC-600-AB-125-C80, the diameter of the pile is 600mm, and the wall thickness is 125 mm.
According to general construction experience, main technical and economic parameters of a cast-in-situ bored pile and a down-the-hole impact high-pressure jet grouting composite pile (1) in the Guangxi karst region are compared, the cast-in-situ bored pile is a common reinforced concrete pile with the diameter of phi 800, the process pile of the down-the-hole impact high-pressure jet grouting composite pile method adopts a down-the-hole hammer to impact the hole with the diameter of phi 800, and the PHC-600-AB-125-C80 prefabricated pipe pile is implanted after jet grouting. The technical and economic parameters are compared as shown in the following table:
under the same condition, the characteristic value of the bearing capacity of a single pile of the process pile applied to the down-the-hole impact high-pressure jet grouting composite pile method in the karst area in Guangxi is improved by about 12-14% compared with a cast-in-situ bored pile, the manufacturing cost of the single pile is reduced by about 6-25% compared with the cast-in-situ bored pile, and the unit bearing capacity manufacturing cost is reduced by about 24-34% compared with the cast-in-situ bored pile.
Example 2
High-quality R42.5# ordinary silica cement is selected, and the maximum water level line is calibrated according to the size of the stirring barrel, the water-cement ratio and the mud proportion. Adding cement according to the water cement ratio of 1:1, fully stirring, and determining whether the specific gravity of the slurry reaches the trial specific gravity of 1.47 or not, if not, continuing to add the cement until the trial specific gravity of the cement slurry is reached. The stirring time can not exceed the initial setting time of the cement paste, and the cement paste is filtered by two filter screens to prevent the nozzle from being blocked.
S1 pile hole forming step: after the down-the-hole impact high-pressure rotary jet drilling machine is in place, the verticality deviation is not more than +/-0.5% after correction, the down-the-hole hammer is driven to drill under the drive of 20Mpa high-pressure air provided by an impactor at the bottom of a drill rod until the depth reaches 10m of the design depth, the diameter of a pile hole is 1000mm, meanwhile, 10Mpa high-pressure cement slurry is sprayed on a soil body for the first time through nozzles on the periphery of the upper part of the impactor, and the rotary jet drilling machine plays roles in cutting, softening, vibrating compaction and impact crushing. The combined action of the high-frequency vibration impact of the down-the-hole hammer and the high-pressure air can also generate a 'micro air explosion' effect in the space at the bottom of the hammer, further enhance the impact damage capability to cohesive soil, silt and sandy soil, adjust the positions of the stones through vibration and air explosion on pebble and stone strata, open a channel and facilitate the follow-up cement paste to enter a reinforced area.
S2 high-pressure jet grouting pile forming step: lifting the drill rod to start high-pressure rotary spraying after hole forming is finished, and performing 25Mpa high-pressure jet grouting from a nozzle on the side wall of the ejector to the surrounding soil body from bottom to top; at the moment, the soil body in the flow plastic or liquefied state is fully stirred and mixed by the high-pressure cement slurry sprayed around the sprayer, meanwhile, the stirring and mixing force can be increased by the high-pressure gas sprayed at the bottom of the hammer, the slurry is extruded around, and the reinforced soil body is injected along the pores and channels opened by gas explosion, so that a uniform cement-soil mixture is formed. When the re-spraying is carried out within the range of 1m below the pile head, the drill is slowly lifted and ascended, and the re-spraying is carried out once, so that the compactness of the pile body is increased. Because the range of 1m below the pile top can bear larger load, the mass of the pile body at the position is strengthened to play a key role in exerting the bearing capacity of the pile body.
S3 precast pile sinking step: within 4h after the construction of the high-pressure jet grouting pile is completed, a hammering pile machine or a static pressure pile machine is adopted to drive the precast pile 2 with the diameter smaller than the hole forming aperture of the down-the-hole hammer into the bottom of the hole along the center of the high-pressure jet grouting pile, so that the composite pile is formed.
In the embodiment, the precast pile adopts a tubular pile which is a hollow cylindrical elongated concrete precast member manufactured by a prestress process and a centrifugal forming method, the type of the hollow cylindrical elongated concrete precast member is PHC-600-AB-125-C80, the diameter of the pile is 600mm, and the wall thickness is 125 mm.
According to general construction experience, main technical and economic parameters of a cast-in-situ bored pile and a down-the-hole impact high-pressure jet grouting composite pile (1) in the Guangxi karst region are compared, the cast-in-situ bored pile is a common reinforced concrete pile with the diameter of phi 1000, a down-the-hole impact high-pressure jet grouting composite pile method process pile adopts a down-the-hole hammer to impact the hole with the diameter of phi 1000, and a PHC-600-AB-125-C80 prefabricated pipe pile is implanted after jet grouting. The technical and economic parameters are compared as shown in the following table:
under the same condition, the characteristic value of the bearing capacity of a single pile of the process pile applied to the down-the-hole impact high-pressure jet grouting composite pile method in the karst area in Guangxi is improved by about 11-12% compared with a cast-in-situ bored pile, the manufacturing cost of the single pile is reduced by about 8-15% compared with the cast-in-situ bored pile, and the unit bearing capacity manufacturing cost is reduced by about 17-24% compared with the cast-in-situ bored pile.
Example 3
High-quality R42.5# ordinary silica cement is selected, and the maximum water level line is calibrated according to the size of the stirring barrel, the water-cement ratio and the mud proportion. Adding cement according to the water cement ratio of 1:1, fully stirring, and determining whether the specific gravity of the slurry reaches the trial specific gravity of 1.47 or not, if not, continuing to add the cement until the trial specific gravity of the cement slurry is reached. The stirring time can not exceed the initial setting time of the cement paste, and the cement paste is filtered by two filter screens to prevent the nozzle from being blocked.
S1 pile hole forming step: after the down-the-hole impact high-pressure rotary jet drilling machine is in place, the verticality deviation is not more than +/-0.5% after correction, a down-the-hole hammer is driven to drill under the driving of 25Mpa high-pressure air provided by an impactor at the bottom of a drill rod until the depth reaches 10m of the design depth, the diameter of a pile hole is 1200mm, meanwhile, 10Mpa high-pressure cement slurry is sprayed to a soil body for the first time through nozzles on the periphery of the upper portion of the impactor, and the rotary jet drilling machine plays roles in cutting, softening, vibrating and compacting and impacting and crushing. The combined action of the high-frequency vibration impact of the down-the-hole hammer and the high-pressure air can also generate a 'micro air explosion' effect in the space at the bottom of the hammer, further enhance the impact damage capability to cohesive soil, silt and sandy soil, adjust the positions of the stones through vibration and air explosion on pebble and stone strata, open a channel and facilitate the follow-up cement paste to enter a reinforced area.
S2 high-pressure jet grouting pile forming step: lifting the drill rod to start high-pressure rotary spraying after hole forming is finished, and performing 25Mpa high-pressure jet grouting from a nozzle on the side wall of the ejector to the surrounding soil body from bottom to top; at the moment, the soil body in the flow plastic or liquefied state is fully stirred and mixed by the high-pressure cement slurry sprayed around the sprayer, meanwhile, the stirring and mixing force can be increased by the high-pressure gas sprayed at the bottom of the hammer, the slurry is extruded around, and the reinforced soil body is injected along the pores and channels opened by gas explosion, so that a uniform cement-soil mixture is formed. When the re-spraying is carried out within the range of 1m below the pile head, the drill is slowly lifted and ascended, and the re-spraying is carried out once, so that the compactness of the pile body is increased. Because the range of 1m below the pile top can bear larger load, the mass of the pile body at the position is strengthened to play a key role in exerting the bearing capacity of the pile body.
S3 precast pile sinking step: within 4h after the construction of the high-pressure jet grouting pile is completed, a hammering pile machine or a static pressure pile machine is adopted to drive the precast pile 2 with the diameter smaller than the hole forming aperture of the down-the-hole hammer into the bottom of the hole along the center of the high-pressure jet grouting pile, so that the composite pile is formed.
In the embodiment, the precast pile adopts a tubular pile which is a hollow cylindrical elongated concrete precast member manufactured by a prestress process and a centrifugal forming method, the type of the hollow cylindrical elongated concrete precast member is PHC-600-AB-125-C80, the diameter of the pile is 600mm, and the wall thickness is 125 mm.
According to general construction experience, main technical and economic parameters of a cast-in-situ bored pile and a down-the-hole impact high-pressure jet grouting composite pile (1) in the Guangxi karst region are compared, the cast-in-situ bored pile is a relatively common reinforced concrete pile with the diameter of phi 1200, a down-the-hole impact high-pressure jet grouting composite pile method process pile adopts a down-the-hole hammer to impact the hole with the diameter of phi 1200, and a PHC-600-AB-125-C80 prefabricated pipe pile is implanted after jet grouting. The technical and economic parameters are compared as shown in the following table:
under the same condition, the characteristic value of the bearing capacity of a single pile of the process pile applied to the down-the-hole impact high-pressure jet grouting composite pile method in the karst area in Guangxi is improved by about 10-11% compared with a cast-in-situ bored pile, the manufacturing cost of the single pile is reduced by about 4-8% compared with the cast-in-situ bored pile, and the unit bearing capacity manufacturing cost is reduced by about 12-17% compared with the cast-in-situ bored pile.
While there have been shown and described what are at present considered the fundamental principles and essential features of the invention and its advantages, it will be apparent to those skilled in the art that the invention is not limited to the details of the foregoing exemplary embodiments, but is capable of other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (9)
1. A pile forming method for a down-the-hole impact high-pressure jet grouting composite pile is characterized by comprising the following steps: the method comprises the following steps:
s1 pile hole forming step: the hammer of the down-the-hole impact high-pressure jet drilling machine provides high-pressure air, and the down-the-hole hammer is driven by the high-pressure air to impact and drill to form a pile hole;
s2 high-pressure jet grouting pile forming step: jetting high-pressure cement slurry to surrounding soil bodies by a jet nozzle of a down-the-hole impact high-pressure jet drilling machine to perform high-pressure jet grouting to form a high-pressure jet grouting pile;
s3 precast pile sinking step: the pile hammering machine or the static pressure pile machine drives the precast pile with the diameter smaller than the hole forming aperture of the down-the-hole hammer into the bottom of the hole of the pile hole along the center of the high-pressure jet grouting pile to form the composite pile.
2. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and in the step of forming the hole in the S1 pile hole, the air pressure of high-pressure air is not lower than 20 Mpa.
3. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and the step of forming the hole by the S1 pile hole further comprises the step of spraying high-pressure cement slurry by nozzles on the periphery of the upper part of the impactor to cut, soften, vibrate, densify and impact and crush the surrounding soil body, wherein the pressure of the high-pressure cement slurry is not lower than 5 Mpa.
4. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and the S2 high-pressure jet grouting pile forming step also comprises the step of jetting high-pressure air at the bottom of the down-the-hole hammer to extrude the high-pressure cement paste to the periphery, and stirring and mixing the high-pressure cement paste with the surrounding soil body to form a uniform cement-soil mixture.
5. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and in the S2 high-pressure jet grouting pile forming step, the high-pressure cement paste jet pressure is 20-25 Mpa.
6. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and S3 precast pile sinking step, wherein the precast pile comprises any one of a tubular pile, a hollow square pile, a bamboo joint pile and a threaded pile.
7. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: the down-the-hole hammer is in a high-frequency vibration mode.
8. The method for forming the down-the-hole impact high-pressure jet grouting composite pile according to claim 1, characterized by comprising the following steps: and in the step of forming the hole by the S1 pile hole, the diameter of the pile hole is 500-1200 mm.
9. A down-the-hole impact high-pressure rotary jet composite pile (1), which is formed by the pile-forming method of the down-the-hole impact high-pressure rotary jet composite pile (1) according to any one of claims 1 to 8, wherein the down-the-hole impact high-pressure rotary jet composite pile (1) is a concentric annular sandwich structure and comprises an outer pile (3), a precast pile (2) connected with the outer pile (3) in a wrapping manner and a pile core (4) connected with the precast pile (2) in a wrapping manner.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114703847A (en) * | 2022-04-13 | 2022-07-05 | 珠海市三湘建筑基础工程有限公司 | Construction process method of pulse hydraulic static pile machine |
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| Publication number | Priority date | Publication date | Assignee | Title |
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