CN110409476B - Method for treating water leakage of side wall of ultra-deep foundation pit support structure - Google Patents
Method for treating water leakage of side wall of ultra-deep foundation pit support structure Download PDFInfo
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- CN110409476B CN110409476B CN201910602246.9A CN201910602246A CN110409476B CN 110409476 B CN110409476 B CN 110409476B CN 201910602246 A CN201910602246 A CN 201910602246A CN 110409476 B CN110409476 B CN 110409476B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
- E02D19/185—Joints between sheets constituting the sealing aprons
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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Abstract
The invention provides a method for treating water leakage on the side wall of an ultra-deep foundation pit support structure, which comprises the following steps: s1: constructing an occlusive pile at a position, corresponding to the quality defect of the foundation pit enclosure structure, on the outer side of the foundation pit enclosure structure, wherein the occlusive pile forms a reinforcing body on the outer side of the foundation pit enclosure structure; s2: and carrying out jet grouting reinforcement on soil bodies at the lower part and two sides of the secant pile to form a reinforcing pile, wherein the secant pile and the reinforcing pile form a closed curtain outside the foundation pit enclosure structure so as to cut off a water leakage path of the foundation pit enclosure structure. According to the invention, a new enclosure structure system cut-off pit external water system circulation channel is formed outside the enclosure structure by using the secant pile, and a full-casing follow-up process is adopted, so that additional stress generated on the enclosure structure with quality defects can be avoided, and more serious foundation pit risk is caused; the method is characterized in that the soil body outside the enclosure structure is reinforced by adopting an RJP construction method, a new closed curtain is formed together with the secant pile at the upper part, the water system circulation channel outside the foundation pit is thoroughly cut off, and the risk of deep leakage of the enclosure structure is solved.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a method for treating water leakage of a side wall of an ultra-deep foundation pit support structure.
Background
Along with the acceleration of the urbanization process, the urban land is more and more tense, and the urban construction develops towards the direction of super-high and super-deep and gradually becomes space in high altitude and underground. In the construction process of foundation pit engineering, the enclosure structure in the complex geological environment of the water-rich soft soil generates lateral displacement under the action of the soil pressure and the water pressure outside the foundation pit; if the foundation pit support structure has quality defects, water leakage is easy to occur, particularly under the action of confined water, the support structure is very difficult to block and treat, and the foundation pit support structure is deformed too much due to improper treatment. In addition, engineering construction is carried out in various high-rise standing city centers, the outer wall of an engineering basement is very close to the red line of engineering land, available fields are very limited in the construction process, particularly, the field space is narrower in the excavation process of a foundation pit, and the enclosure structure is more difficult to block and treat. Long-time water leakage not only affects the excavation of the engineering foundation pit, but also causes water level change outside the foundation pit, particularly pressure-bearing water level change, and causes uneven settlement of peripheral buildings, pipelines and roads, thereby causing immeasurable risks. In addition, the enclosing structure is easy to damage or secondary water leakage of the foundation pit is easily caused by improper water leakage treatment, and the risk of the foundation pit is increased.
Disclosure of Invention
In view of the above situation, the invention provides a method for treating water leakage on the side wall of an ultra-deep foundation pit support structure, which can effectively block water leakage points after foundation pit excavation and repair unknown deep quality defects of the support structure; the additional stress on the back side of the enclosure structure cannot be increased in the implementation process, so that the deformation of the enclosure structure is increased, and the risk of a foundation pit is increased; in addition, after the leak source of the enclosure structure is treated, the leak source can be quickly plugged to reinforce the outer side of the enclosure structure, and meanwhile, the construction progress cannot be influenced.
In order to achieve the purpose, the invention adopts the technical scheme that: the method for treating the water leakage of the side wall of the ultra-deep foundation pit support structure comprises the following steps:
s1: constructing an occlusive pile at a position, corresponding to the quality defect of the foundation pit enclosure structure, on the outer side of the foundation pit enclosure structure, wherein the occlusive pile forms a reinforcing body on the outer side of the foundation pit enclosure structure;
s2: and carrying out jet grouting reinforcement on soil bodies at the lower part and two sides of the secant pile to form a reinforcing pile, wherein the secant pile and the reinforcing pile form a closed curtain outside the foundation pit enclosure structure so as to cut off a water leakage path of the foundation pit enclosure structure.
In the embodiment of the invention, the construction steps of the occlusive pile comprise:
performing sleeve construction on the outer side of the foundation pit enclosure structure, constructing the sleeve to a specified elevation, isolating the soil body in the sleeve from the surrounding soil body by the sleeve, and taking out the soil body in the sleeve to form a pile hole;
embedding a reinforcement cage in the pile hole;
and pouring concrete in the pile hole to form the occlusive pile.
In the embodiment of the invention, the secant pile comprises an A-type pile and a B-type pile, wherein the A-type pile is a plain concrete pile, the B-type pile is a reinforced concrete pile, the construction sequence of the A-type pile and the B-type pile is that two A-type piles are firstly constructed, then the B-type pile is constructed between the two A-type piles, soil at the intersection part of the B-type pile and the two adjacent A-type piles is cut off, the reinforcement cage is embedded in the pile hole of the B-type pile, and the concrete is poured in the pile holes of the A-type pile and the B-type pile to form the secant pile.
In the embodiment of the invention, when the secant pile is used for B-shaped pile construction, a through-length steel pipe is pre-buried in the steel reinforcement cage, the upper end of the steel pipe exceeds the steel reinforcement cage by 200mm, the lower end of the steel pipe exceeds the steel reinforcement cage by 50mm, the bottom end of the steel pipe is pre-buried in the reinforcing pile, and the internal space of the steel pipe is used for lowering a rotary jet drilling rod for rotary jet construction.
In the embodiment of the invention, the pile bottom of the occlusive pile is positioned 5m below the excavation surface of the foundation pit.
In the embodiment of the invention, the range of the occlusive piles is 5-6 m from the water leakage point to two sides.
In the embodiment of the invention, the reinforcing range of the reinforcing pile is below the excavation surface of the foundation pit or a pressure-bearing water layer influencing the safety of the foundation pit is cut off.
In the embodiment of the invention, the length of the lap joint between the foundation pit support structure and the reinforcing pile is 600 mm.
Due to the adoption of the technical scheme, the invention has the following beneficial effects:
(1) in the deep foundation pit engineering excavation process, the occlusive piles and the RJP construction method piles are constructed on the outer side of the enclosure structure according to the quality defect positions of the enclosure structure to form a closed waterproof curtain structure, a water system circulation channel on the outer side of the foundation pit is cut off, and the problems of water leakage of the enclosure structure of the deep foundation pit and deep quality defects of the enclosure structure can be quickly and effectively solved; if the excavated deep foundation pit leaks water, the water inflow is particularly large under the action of the water head pressure difference, a new enclosure structure system is formed outside the enclosure structure by adopting the secant pile, a water system circulation channel outside the pit is cut off, the secant pile is firstly constructed by adopting a full sleeve following process in the construction process, no additional stress is generated on the constructed foundation pit enclosure structure, and the more serious foundation pit risk is avoided; the construction of the secant pile is not influenced, and the construction period of the engineering is favorable.
(2) Because deep foundation pit engineering under the complicated geological condition of rich water soft soil is influenced by multilayer confined water, in order to solve the problem of deep quality defect of the enclosure structure and avoid water leakage in the process of performing secondary earthwork excavation on the lower part, an RJP construction method is adopted to reinforce the soil body on the outer side of the enclosure structure, a new closed curtain is formed together with the secant pile on the upper part, the water system circulation channel on the outer side of the foundation pit is thoroughly cut off, and the deep leakage risk of the enclosure structure is solved.
Drawings
Fig. 1 is a schematic structural view of a foundation pit enclosure outer side waterproof system of the invention.
Fig. 2 is a schematic plan view of a bite pile of the present invention.
Fig. 3 is a schematic plan view of a reinforcing pile of the present invention.
Fig. 4 is a schematic view of the construction of the casing in the construction of the bite pile of the present invention.
Fig. 5 is a schematic view of the construction of the bored hole in the bite pile of the present invention.
Fig. 6 is a schematic diagram of installing a reinforcement cage and a steel pipe in the occlusive pile construction of the invention.
Fig. 7 is a concrete pouring construction diagram in the bite pile construction of the present invention.
Fig. 8 is a schematic view illustrating construction of a reinforcing pile according to the present invention.
The correspondence of reference numerals to components is as follows:
an enclosure structure 1; quality defect 2; an occlusive pile 3; a sleeve 4; a reinforcement cage 5; a steel pipe 6; and reinforcing piles 7.
Detailed Description
To facilitate an understanding of the present invention, the following description is made in conjunction with the accompanying drawings and examples.
Referring to fig. 1 to 3, the present invention provides a method for treating water leakage from a side wall of an ultra-deep foundation pit support structure, comprising the following steps:
s1: constructing an occlusive pile 3 at a position, corresponding to the quality defect 2, of the foundation pit support structure 1 on the outer side of the foundation pit support structure 1, wherein the occlusive pile 3 forms a reinforcing body on the outer side of the foundation pit support structure 1;
further, as shown in fig. 4 to 7, the step of constructing the bite pile 3 includes:
the construction of the secant pile 3 adopts a full-loop casing pipe follow-up process, casing pipe 4 construction is carried out on the outer side of the foundation pit support structure 1, the casing pipe 4 is constructed to a specified elevation, the casing pipe 4 isolates the soil body in the casing pipe from the soil body around the outside of the casing pipe, and then the soil body in the casing pipe 4 is grabbed out to form a pile hole; and embedding the reinforcement cage 5 in the pile hole of the B-shaped pile, and pouring concrete in the pile holes of the A-shaped pile and the B-shaped pile to form the occlusive pile 3.
In the embodiment of the invention, the occlusive piles 3 are reinforced concrete pile walls formed by mutually occluding adjacent piles among row piles (embedding the circumferences of the piles); the secant pile 3 is divided into an A-shaped pile and a B-shaped pile, the A-shaped pile is a plain concrete pile, and the B-shaped pile is a reinforced concrete pile; when construction is carried out, two A-shaped piles are constructed firstly, the A-shaped piles are constructed completely, then B-shaped piles are constructed between the two A-shaped piles, all-sleeve cutting parts of the A-shaped piles are adopted to form occlusion, and soil bodies at the intersection parts of the B-shaped piles and the two adjacent A-shaped piles are grabbed away and cut off.
In the embodiment of the invention, the diameter of the occlusive pile 3 is 1.2m, the occlusion between the piles is 300mm, the pile length of the secant pile 3 is determined according to the excavation depth of the foundation pit and the position of the quality defect 2 of the enclosure structure, the pile bottom elevation of the secant pile 3 is located at a position 5m below a foundation pit excavation surface, the length of a supporting structure of the secant pile 3 is determined according to the quality defect range of a water leakage point of the enclosure structure 1, the range is 5-6 m from the water leakage point to two sides, when the secant pile 3 is used for B-type pile construction, a steel pipe 6 with the diameter of 273mm is pre-buried in the steel reinforcement cage 5, the length of the upper end of the steel pipe 6 exceeding the steel reinforcement cage 5 is 200mm, the length of the lower end of the steel pipe exceeding the reinforcement cage 5 is 50mm, the bottom end of the steel pipe 6 is embedded in the reinforcing pile 7, the inner space of the steel pipe 6 is used for placing a rotary spraying drill rod for rotary spraying construction downwards so as to carry out RJP rotary spraying construction after the construction of the occlusive pile 3 is finished; both ends shutoff when steel pipe 6 installs, the tip is opened during the construction of spouting soon, and the drilling rod is transferred to appointed position through steel pipe 6 and is carried out the construction of secant pile 3 lower part. The outer side of the enclosure structure 1 is reinforced by constructing the secant pile 3, so that the enclosure structure 1 with the quality defect 2 can be prevented from generating additional stress, and the construction risk is reduced. The number of the secant piles 3 is determined according to the influence range of the quality defect 2 of the building envelope 1.
S2: as shown in fig. 3 and 8, after the construction of the secant pile 3 is completed, the soil mass at the lower part and two sides of the secant pile 3 is subjected to rotary spraying reinforcement to form a reinforcing pile 7, and the secant pile 3 and the reinforcing pile 7 form a closed curtain outside the foundation pit enclosure structure 1 to cut off a water leakage path of the foundation pit enclosure structure 1, so that the risk of water leakage caused by deep-layer quality defects of the enclosure structure 1 is eliminated.
And S2, performing soil body reinforcement construction on the lower part of the secant pile 3, namely, destroying a soil body tissue structure by using kinetic energy generated by ultrahigh-pressure injection of cement slurry fluid by adopting an RJP construction method (or an MJS construction method), mixing and stirring destroyed soil body particles and cement slurry to form a large-diameter pile body to form a closed waterproof curtain, wherein the diameter of the pile formed by the RJP construction method is 2.0-3.0 m, and the selected diameter of deep soil body reinforcement construction is determined according to the diameter of the secant pile 3.
In the step S1, the snap pile 3 adopts a scheme of phi 1200@1000, and in the step S2, the pile of the RJP construction method adopts phi 2400@1800, and the piles are overlapped by 600 mm. The RJP construction method pile and the foundation pit support structure 1 are overlapped by 600mm, the RJP construction method pile is fully connected with the support structure 1, the pile top elevation of the reinforcing pile 7 is the pile bottom elevation of the secant pile 3, and the reinforcing depth is according to soil geology and the design scheme of the support structure 1, so that the water leakage risk of the support structure 1 is eliminated and the outer side water system channel of the support structure 1 is sealed. As the condition of the quality defect 2 of the enclosure structure cannot be determined, the reinforcing range of the RJP construction method pile needs to be below the excavation surface of the foundation pit or a pressure-bearing water layer which influences the safety of the foundation pit needs to be cut off.
Further, soil bodies on two sides of the secant pile 3 are sprayed and reinforced to the ground in a rotating mode, and a closed curtain is formed on the outer side of the foundation pit enclosing structure 1, so that a closed curtain of a water system channel on the outer side of the enclosing structure 1 is completely closed.
And after the construction of the reinforcing pile 7 is finished, the rotary spraying drill rod is taken out from the steel pipe 6, and because the secant pile and the reinforcing pile form a closed structure, the pre-buried steel pipe 6 does not need to be filled with concrete for plugging and does not influence the structure.
While the present invention has been described in detail and with reference to the accompanying drawings and examples, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments are not to be interpreted as limiting, and the scope of the invention is to be determined by the appended claims.
Claims (5)
1. A method for treating water leakage of the side wall of an ultra-deep foundation pit support structure is characterized by comprising the following steps:
s1: constructing an occlusive pile at a position, corresponding to the quality defect of the foundation pit enclosure structure, on the outer side of the foundation pit enclosure structure, wherein the occlusive pile forms a reinforcing body on the outer side of the foundation pit enclosure structure;
the construction method of the occlusive pile comprises the following steps:
performing sleeve construction on the outer side of the foundation pit enclosure structure, constructing the sleeve to a specified elevation, isolating the soil body in the sleeve from the surrounding soil body by the sleeve, and taking out the soil body in the sleeve to form a pile hole;
embedding a reinforcement cage in the pile hole;
pouring concrete in the pile hole to form the occlusive pile;
the secant pile comprises an A-shaped pile and a B-shaped pile, wherein the A-shaped pile is a plain concrete pile, the B-shaped pile is a reinforced concrete pile, the construction sequence of the A-shaped pile and the B-shaped pile is that two A-shaped piles are constructed firstly, then the B-shaped pile is constructed between the two A-shaped piles, soil at the intersection part of the B-shaped pile and the two adjacent A-shaped piles is cut off, the reinforcement cage is pre-embedded in the pile hole of the B-shaped pile, and the secant pile is formed after concrete is poured in the pile holes of the A-shaped pile and the B-shaped pile;
when the secant pile is used for B-shaped pile construction, a through-length steel pipe is pre-buried in the steel reinforcement cage, the upper end of the steel pipe exceeds the steel reinforcement cage by 200mm, the lower end of the steel pipe exceeds the steel reinforcement cage by 50mm, the bottom end of the steel pipe is pre-buried in the reinforcing pile, and the inner space of the steel pipe is used for lowering a rotary spray drill rod for rotary spray construction;
s2: and carrying out jet grouting reinforcement on soil bodies at the lower part and two sides of the secant pile to form a reinforcing pile, wherein the secant pile and the reinforcing pile form a closed curtain outside the foundation pit enclosure structure so as to cut off a water leakage path of the foundation pit enclosure structure.
2. The method for treating the water leakage on the side wall of the ultra-deep foundation pit support structure according to claim 1, wherein the pile bottom of the occlusive pile is located 5m below the excavation surface of the foundation pit.
3. The method for treating the water leakage of the side wall of the ultra-deep foundation pit support structure according to claim 1, wherein the range of the secant pile is 5-6 m from the water leakage point to two sides.
4. The method for treating the water leakage of the side wall of the ultra-deep foundation pit support structure according to claim 1, wherein the reinforcing range of the reinforcing pile is below the excavation surface of the foundation pit or a pressure-bearing water layer influencing the safety of the foundation pit is cut off.
5. The method for treating the water leakage on the side wall of the ultra-deep foundation pit enclosure structure according to claim 1, wherein the length of the lap joint between the foundation pit enclosure structure and the reinforcing pile is 600 mm.
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| CN111021362B (en) * | 2019-12-24 | 2021-06-04 | 陕西建工基础建设集团有限公司 | Construction method for replacing engineering pile with deep foundation pit retaining wall pile and foundation pit supporting structure |
| CN111456021A (en) * | 2020-03-26 | 2020-07-28 | 中铁隧道集团二处有限公司 | Construction method for reversely making enclosure structure by utilizing RJP piles |
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| CN102535440A (en) * | 2012-01-11 | 2012-07-04 | 昆明捷程桩工有限责任公司 | Method of using all-casing drilling rig with rotary drilling rig to construct rock-socketed secant pile wall |
| CN102535518B (en) * | 2012-01-13 | 2014-06-25 | 同济大学 | Plugging method of large seam of underground diaphragm wall |
| CN204080789U (en) * | 2014-08-29 | 2015-01-07 | 上海建工七建集团有限公司 | The preparing structure of underground continuous wall width breach |
| CN106284364A (en) * | 2015-05-19 | 2017-01-04 | 温州荣强海洋科技有限公司 | A kind of building foundation pit quaternity abnormity interlocking pile supporting construction |
| CN107587513B (en) * | 2017-09-06 | 2019-03-15 | 中冶集团武汉勘察研究院有限公司 | A kind of pile defect handling method of foundation pit supporting pile |
| CN107816117A (en) * | 2017-11-15 | 2018-03-20 | 上海市城市排水有限公司竹园第污水输送分公司 | A kind of large-scale pressure current box culvert is not cut off the water outer restorative procedure |
| CN208023587U (en) * | 2018-02-11 | 2018-10-30 | 中建二局第一建筑工程有限公司 | Water-stop curtain and foundation pit |
| CN108951648A (en) * | 2018-07-18 | 2018-12-07 | 中铁十二局集团第二工程有限公司 | Open trench tunnel layer of sand Sand foundation ditch strengthening method |
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