CN113174990B - Rotary spraying reinforcement method for pile periphery collapse foundation of ocean deep water inclined pile - Google Patents
Rotary spraying reinforcement method for pile periphery collapse foundation of ocean deep water inclined pile Download PDFInfo
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- CN113174990B CN113174990B CN202110474046.7A CN202110474046A CN113174990B CN 113174990 B CN113174990 B CN 113174990B CN 202110474046 A CN202110474046 A CN 202110474046A CN 113174990 B CN113174990 B CN 113174990B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/40—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds in open water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The invention discloses a rotary spraying reinforcement method for a collapsed foundation around an ocean deepwater inclined pile, which is characterized in that inclined guide devices are circumferentially arranged on the periphery of the deepwater inclined pile, a drilling machine guides inclined holes through the inclined guide devices and then performs high-pressure rotary spraying operation, and the connected rotary spraying inclined piles are meshed with each other circumferentially to form a rotary spraying group inclined pile reinforcement foundation, so that the bearing capacity and stability of the deepwater inclined pile foundation are effectively enhanced, and the construction quality and effect are good.
Description
Technical Field
The invention relates to the technical field of ocean engineering construction, in particular to a method for reinforcing a pile periphery collapse foundation of an ocean deep water inclined pile.
Background
With the development of offshore construction and traffic engineering, the stability requirements on the foundation of the ocean deepwater pile are higher and higher, such as the construction of an offshore wind power plant. Due to the complexity of the submarine topography and the rock stratum, the difficulty of stabilizing the foundation of the deep water pile is increased due to the influence of the construction process and the construction management factors. After construction disturbance, special strata such as sand layers, weathered strata and the like are subjected to liquefaction softening phenomenon, so that foundation surrounding the deep water pile foundation is deformed and loosened, sand leakage in the pile and collapse outside the pile occur, and the pile foundation construction and the safety of existing buildings or structures at sea are seriously endangered.
The high-pressure jet grouting is used as a common grouting mode in a high-pressure jet grouting method, and the application of the high-pressure jet grouting is mainly focused on the aspects of soil reinforcement and water shutoff and seepage prevention. The reinforcing body formed by high-pressure jet grouting is cylindrical, the pile body direction is vertical, and in the engineering construction development process, the vertical jet grouting pile can not effectively solve some complex and special engineering requirements. For example, a high pile cap foundation of an offshore wind turbine generally comprises 6-8 steel pipe inclined piles, stratum disturbance is caused in the process of vibrating the steel pipe inclined piles to sink by a high-frequency vibrating hammer, particularly liquefaction softening phenomenon often exists in a sand layer and a strong weathered layer, and pile foundation collapse accidents are frequently rare. The prior art such as land ground sleeve valve pipe grouting, WSS double-liquid slurry reinforcement, MJS vertical or horizontal jet grouting pile occlusion pile group seepage prevention curtain and supplementary grouting reinforcement are widely applied, however, aiming at offshore deep water construction, the operation environment is severe, the construction site is narrow and the inclined pile construction is aimed at, the problem of foundation soil collapse around the deep water inclined pile cannot be effectively solved by the traditional land vertical jet grouting pile, subsequent pile foundation is stopped for a long time, economic loss is large, the pile foundation bearing capacity cannot meet design requirements, and huge safety risk hidden danger exists.
Disclosure of Invention
The invention aims to provide a rotary spraying reinforcement method for a pile periphery collapse foundation of a marine deep-water inclined pile, which is used for reinforcing the pile periphery soil of an inclined pile foundation by constructing a rotary spraying inclined pile on the pile periphery, solving the problem of stratum loosening and collapse during offshore operation construction and effectively ensuring the safety of engineering.
In order to achieve the above object of the present invention, the following technical solutions are adopted:
and constructing the jet grouting inclined piles on the peripheral annular directions of the deep water inclined piles through the oblique guide positioning sleeve, keeping the jet grouting inclined piles parallel to the inclined pile foundation, and mutually biting the annular directions of the connected jet grouting inclined piles to form inclined hole jet grouting pile groups so as to fully strengthen the foundation around the piles. The peripheral soil rotary spraying reinforcement method for the offshore deep-water inclined piles comprises the following steps:
(1) The reinforcement scheme is designed: according to pile diameter, pile length, gradient, collapse condition, stratum condition and performance of rotary spraying equipment, designing a rotary spraying inclined pile reinforcement treatment scheme, and determining parameters of the pile diameter, pile length, quantity, gradient and water-cement ratio of the rotary spraying inclined pile;
(2) Pile hole positioning paying-off: setting a construction pile position on site according to a design scheme drawing;
(3) Setting a guiding positioning sleeve: manufacturing and installing an oblique guiding positioning sleeve in parallel with the foundation direction of the inclined pile according to parameters of the hole guiding aperture, the water depth, the inclination and the hole distribution position;
(4) And (3) hole forming: a drilling machine is arranged, and inclined holes are drilled to the designed depth along the guiding positioning sleeve;
(5) High-pressure rotary spraying: and (3) lowering the rotary spray pipe into the inclined hole for rotary spray inclined pile construction.
Further, the rotary spraying inclined piles and the inclined pile foundations are kept parallel, the annular directions of the connected rotary spraying inclined piles are mutually meshed and overlapped, and the inclined hole rotary spraying group piles are formed to ensure that the pile circumference collapse foundations are fully reinforced.
Further, the inclined angle of the jet grouting inclined pile relative to the horizontal direction is an acute angle.
Further, the jet grouting inclined piles are distributed in a crossed and overlapped mode.
Further, the guide positioning sleeve is fixed in a hoop mode.
Further, the guiding and positioning sleeve is inserted into the soft soil layer to a certain depth through the seabed surface until the soft soil layer is stable.
Further, the guiding and positioning sleeve comprises an inner sleeve which follows up to the rock and soil layer when the hole is introduced.
In summary, by adopting the technical scheme, the invention has the beneficial effects that:
1. the overall stability is good: the rotary spraying inclined pile is a pile body formed by mixing cement slurry with surrounding soil, and has the advantages of reliable and obvious reinforcement effect, strong self-temperature capability, good overall stability and the like compared with grouting and other means.
2. Good reinforcement effect, economy and short construction period: because the foundation is the inclined pile, if adopt spouting the straight pile soon, need to play the layering of every certain degree of depth and establish round spouting the straight pile soon, on the one hand the reinforcing region can not fully cover the stake week soil, and engineering volume also increases in addition, and the time limit for a project is long, and the construction degree of difficulty is also bigger, compares spouting the straight pile soon, adopts spouting the inclined pile soon, keeps parallelism with the inclined pile foundation for the reinforcing region can cover stake week soil completely, and engineering volume is also less, and the time limit for a project is shorter.
3. Reinforcing the blank-free area: and combining parameters such as pile diameter, jet grouting equipment capability, distance from the inclined pile foundation and the like, designing the jet grouting inclined pile diameter and quantity scientifically and reasonably, enabling adjacent horizontal jet grouting inclined piles to be overlapped with each other in the circumferential direction, completely covering the pile surrounding soil area, and avoiding unreinforced blank areas.
4. The invention can perform construction with an inclination angle of 0-90 degrees, so that the positioning guide device can be flexibly and effectively adjusted according to different building or structure foundation forms, thereby constructing the rotary spraying inclined pile with different angles, and the rotary spraying inclined pile has the advantages of free use, flexible arrangement form and strong adaptability.
Drawings
FIG. 1 is a schematic diagram of a collapse of an offshore wind farm batter pile Zhou Deji according to an embodiment.
FIG. 2 is a schematic diagram of vertical sections before and after jet grouting reinforcement of a collapsed stratum around a pile of an offshore wind power inclined pile in an embodiment (left unreinforced and right reinforced).
FIG. 3 is a schematic diagram of a jet grouting reinforcement cross section of a pile periphery collapse stratum of the offshore wind power inclined pile in an embodiment.
Reference numerals: 1. a diagonal pile foundation; 2. inclined holes; 21. rotary spraying inclined piles; 3. guiding and positioning the sleeve; 31. a connecting buckle; 32. a hoop; 11. a medium and coarse sand layer; 12. completely weathered granite; 13. sandy strong weathered granite; 14. broken strong weathered granite; 15. apoplexia granite; 16. a collapse zone; 17. c40 micro-expansive concrete; 100. a temporary pile clamping fixing platform; 101. average sea level; 102. average sea bed surface.
Detailed Description
The present invention will be described in detail with reference to the accompanying drawings.
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The foundation to be adopted by the offshore wind farm at certain land is a high pile cap foundation (comprising a driven friction pile foundation, a drilling friction pile foundation and a rock-socketed pile foundation). The service life of the basic design is twenty-five years. The high pile cap foundation comprises 6-8 inclined pile foundations 1. Specifically, the inclined pile foundation 1 is a steel pipe inclined pile.
According to the geological survey data, the submarine stratum structure of the offshore wind farm in a drilling depth control range comprises a silt layer, mud-containing fine sand, fine powder sand, powdery clay, a medium coarse sand layer 11, fully weathered granite 12, sandy strong weathered granite 13, cracked strong weathered granite 14, wind weathered granite 15 and the like. The soil layer around the inclined pile foundation 1 loosens to cause collapse. As shown in fig. 1, the inclined pile foundation 1 has a diameter of 2.1 m, the depth of water in the pile is about 15 m, a funnel-shaped collapse area 16 with a diameter of about 3 m and a depth of more than 3 m is arranged on the south side of the pile, and more holes exist in the depth range of 3-12 m below the mud surface around the pile through drilling.
The method for reinforcing the pile periphery collapse foundation by rotary spraying of the offshore deep-water inclined pile foundation comprises the following steps:
(1) The reinforcement scheme is designed: according to the pile diameter, pile length, gradient, collapse condition, stratum condition and performance of rotary spraying equipment of the inclined pile foundation 1, designing a reinforcing treatment scheme of the rotary spraying inclined pile 21, and determining key parameters such as the pile diameter, pile length, quantity, gradient, water-cement ratio and the like of the rotary spraying inclined pile 21;
(2) Pile hole positioning paying-off: setting a construction pile position on site according to a design scheme drawing;
(3) Setting a guiding positioning sleeve 3: manufacturing and installing an oblique guiding positioning sleeve 3 in parallel with the direction of the inclined pile foundation 1 according to parameters such as the hole guiding aperture, the water depth, the inclination, the hole distribution position and the like;
in this embodiment, the guiding and positioning sleeve 3 is fixed by adopting a hoop 32 mode. Steel pipe ring clasps 31 are arranged at intervals of 6m in the longitudinal direction of the inclined pile foundation 1, the clasps 31 are connected with the guiding positioning sleeve 3, and the guiding positioning sleeve 3 is fixed. The installed guiding and positioning sleeve 3 is a steel pipe with the inner diameter of 110mm, and the center is 0.5m-0.8m away from the pipe pile edge. The inclination of the guiding and positioning sleeve 3 is consistent with that of the inclined pile foundation 1, and the inner wall of the guiding and positioning sleeve 3 is required to be smooth. The guiding and positioning sleeve 3 penetrates through the seabed surface and is inserted below the mud surface to a certain depth for stabilization. Other mounting modes of the guiding and positioning sleeve 3 can be adopted, such as sliding rails, clamping groove fixing, sleeve mounting and the like. Offshore operations are difficult to install in this process, and if necessary, the diver must be engaged with the tug. After the construction of the rotary spraying inclined pile 21 is finished, the guide positioning sleeve 3 can be removed and reused. Preferably, the guiding and positioning sleeve 3 is an inner sleeve and an outer sleeve, and the inner sleeve is followed to the cracked strong weathered granite layer 14 during hole guiding, so that the problem that the disease treatment is affected due to collapse again during the drilling process is avoided.
(4) The equipment is in place: the cleaning platform is provided with a drilling machine, the inclination (error is less than 1.0%) of the drilling machine is adjusted, and an air compressor and a slurry pump are adjusted before drilling so that the equipment runs normally.
(5) Preparing cement paste: firstly, adding water into a barrel, pouring cement, starting a stirrer to stir for 10-20 minutes, then unscrewing a valve at the bottom of the stirring barrel, putting a first screen (with the aperture of 0.8 mm), filtering, flowing into a slurry pond, pumping the slurry into a second screen (with the aperture of 0.8 mm) through a slurry pump, filtering for the second time, flowing into the slurry barrel, and standing by when grouting.
(6) And (3) hole forming: and determining drilling parameters, wherein low-pressure pilot injection is firstly carried out on a platform before the drilling machine is constructed, and pilot hole drilling is started after the test operation of the drilling machine is normal. At least 1 inclined hole 2 parallel to the pile body direction is drilled by utilizing the guide positioning sleeve 3, the inclined pile foundation 1 is used as a center to be symmetrically distributed, the drilled holes are arranged to be 0.5m-0.8m outside the pile wall, the guide holes are prevented from touching and damaging the outer wall of a steel pipe of the inclined pile foundation 1, the rotary spraying diameter is 1200mm-1600mm, the quantity of the rotary spraying inclined piles 21 is enough, the inclined pile foundation 1, namely the steel pipe inclined piles, cement paste is poured in the range of 1-2 m of the top, bottom and side parts of surrounding soil, and a blank unreinforced area is avoided. The number of drill rod joints is recorded in detail in the drilling process, and the accuracy of drilling depth is ensured (1 pile end of the inclined pile foundation is at least 1m downwards). The number of the inclined holes 2 can be adjusted according to engineering requirements. In this embodiment, the deviation of the drilling position from the design position is not more than 10cm.
(7) Placing a high spray pipe: after the hole is drilled, inserting a rotary spray pipe, performing trial spraying, and determining construction technical parameters. The pilot injection is firstly carried out to adjust the injection pressure, in order to prevent the blockage of water and air nozzles, the lower pipe can be wrapped by adhesive tape, and the lower injection pipe is required to be lowered to the injection depth (the pile end of the inclined pile foundation 1 is lowered by at least 1 m).
TABLE 1 high pressure jet grouting construction process parameter table of this example
(8) Spin-spraying lifting grouting: after the injection grouting pipe is inserted into the designed depth, the high-pressure slurry pump is pressurized to 15-20 MPa, and then the slurry is sprayed from bottom to top in a rotary mode, and meanwhile the slurry is cleaned and discharged. When spraying, the spraying pressure reaches a preset value, and the rotary spraying pipe is gradually lifted after spraying slurry so as to prevent the rotary spraying pipe from being twisted off. In order to ensure the quality of the bottom end of the pile, the nozzle is rotated for about 10 seconds at the original position when sinking to the designed depth. The rotation and lifting of the drill rod should be continuously carried out, the drill machine should not be interrupted, the lifting and rotation of the drill rod should be stopped so as to prevent the pile from being broken, and the pile bottom end quality should be improved by immediately overhauling and removing the fault, and the jet grouting time of the drill rod should be properly increased within the range of 1.0m at the pile bottom. In the process of lifting the rotary spraying, the rotary spraying parameters are continuously adjusted according to different positions. Finally, the rotary jetting chute 21 is formed.
(9) Repeating the above operation until the construction is completed.
In the embodiment, the outer side of the inclined pile foundation 1 is provided with the guide positioning sleeve 3 in parallel, so that the subsequent hole guiding and rotary spraying operation is stabilized and protected, and the hole forming quality and the rotary spraying effect are ensured; secondly, the inclination of the jet grouting is effectively controlled to be parallel to the inclined pile foundation 1, and the successful implementation of the high-pressure jet grouting inclined pile 21 is ensured. The position and the inclination of the guiding and positioning sleeve 3 are adjusted according to the inclination of the inclined pile foundation 1, so that the guiding and positioning sleeve 3 is parallel to the inclined pile foundation 1.
The guide positioning sleeve 3 is parallel to the inclined pile foundation 1, so that the inclined pile foundation 1 can be protected, the existing pile foundation cannot be damaged, the reinforcement range and the reinforcement effect are simultaneously considered, the surrounding soil of the surrounding pile of the inclined pile foundation 1 is fully covered, the adjacent horizontal rotary spraying inclined piles 21 are overlapped in the circumferential direction, and an unreinforced blank area does not exist. If the vertical direction or the direction forming a certain included angle with the inclined pile foundation 1 is adopted, the jet grouting pile needs to be constructed in a depth layered mode at intervals, the construction amount is increased, and the original pile foundation can be damaged in the drilling process.
In this example, acceptable p.o.42.5 cement was used, and it was highly resistant to corrosion, and required witness sampling tests to be performed before use, and after the tests were acceptable, it was possible to use the cement, and the hardened cement was strictly prohibited from use. Cement slurry is adopted during construction, and the water cement ratio is 1.2:1.0 to 0.8:1.0. in order to avoid precipitation and pipe blockage, construction is performed by adopting the method of firstly diluting and then concentrating, and the method of upper diluting and lower concentrating. The technical content and the technical characteristics of the invention have been disclosed above, the application of the invention is not limited to the above, and those skilled in the art may still make various substitutions and modifications based on the disclosure of the invention without departing from the spirit of the invention. Accordingly, the scope of the present invention should not be limited to the embodiments disclosed, but should include various alternatives and modifications without departing from the invention, and be covered by the claims.
Claims (8)
1. The rotary spraying reinforcement method for the collapsed foundation around the ocean deepwater inclined pile is characterized by comprising the following steps:
(1) The reinforcement scheme is designed: according to pile diameter, pile length, gradient, collapse condition, stratum condition and performance of rotary spraying equipment, designing a rotary spraying inclined pile reinforcement treatment scheme, and determining parameters of the pile diameter, pile length, quantity, gradient and water-cement ratio of the rotary spraying inclined pile;
(2) Pile hole positioning paying-off: setting a construction pile position on site according to a design scheme drawing;
(3) Setting a guiding positioning sleeve: manufacturing and installing an oblique guiding positioning sleeve in parallel with the foundation direction of the inclined pile according to parameters of the hole guiding aperture, the water depth, the inclination and the hole distribution position;
(4) And (3) hole forming: a drilling machine is arranged, and inclined holes are drilled to the designed depth along the guiding positioning sleeve;
(5) High-pressure rotary spraying: and (3) lowering the rotary spray pipe into the inclined hole for rotary spray inclined pile construction.
2. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: and the rotary spraying inclined piles and the inclined pile foundations are kept parallel, the annular directions of the connected rotary spraying inclined piles are mutually meshed and overlapped to form inclined hole rotary spraying group piles for reinforcing the foundation.
3. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: and the inclined angle of the jet grouting inclined pile relative to the horizontal direction is an acute angle.
4. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: and the rotary spraying inclined piles are distributed in a crossed and overlapped mode.
5. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: the guide positioning sleeve is fixed in a hoop mode.
6. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: the guiding and positioning sleeve penetrates through the seabed surface and is inserted into the soft soil layer until a certain depth is stable.
7. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: the guiding and positioning sleeve comprises an inner sleeve which is followed to the rock-soil layer during hole guiding.
8. The rotary jetting reinforcement method for the pile periphery collapse foundation of the ocean deepwater inclined pile, which is characterized in that: the jet-grouting pressure of the high-pressure jet grouting is 10-20 Mpa, and the water-cement ratio is 1.2:1.0-0.8:1.0.
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