CN110409476A - Retaining Structure of Extra-deep Excavation side wall water leakage treatment method - Google Patents
Retaining Structure of Extra-deep Excavation side wall water leakage treatment method Download PDFInfo
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- CN110409476A CN110409476A CN201910602246.9A CN201910602246A CN110409476A CN 110409476 A CN110409476 A CN 110409476A CN 201910602246 A CN201910602246 A CN 201910602246A CN 110409476 A CN110409476 A CN 110409476A
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- stake
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- foundation pit
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- water leakage
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Classifications
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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
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The present invention provides a kind of Retaining Structure of Extra-deep Excavation side wall water leakage treatment methods, the following steps are included: S1: the mass defect position that foundation pit enclosure structure is corresponded on the outside of foundation pit enclosure structure carries out occlusion pile driving construction, and the interlocking pile forms reinforcing body on the outside of the foundation pit enclosure structure；S2: rotary jet strengthening is carried out to interlocking pile lower part and soil at both sides and forms reinforcing pile, the interlocking pile and the reinforcing pile form closed curtain on the outside of foundation pit enclosure structure the water leakage path of foundation pit enclosure structure is truncated.The present invention forms new structural protective system truncation using interlocking pile on the outside of building enclosure and cheats outer water system circulation passage, using full-sleeve follow-up technique, can be avoided to there are the building enclosures of mass defect to generate additional stress, causes more serious foundation pit risk；The soil body on the outside of building enclosure is reinforced using RJP engineering method, new closing curtain is collectively formed with the interlocking pile on top, water system circulation passage on the outside of foundation pit is thoroughly truncated, solves building enclosure deep risk of leakage.
Description
Technical field
The present invention relates to technical field of building construction, relate in particular at a kind of Retaining Structure of Extra-deep Excavation side wall leak
Reason method.
Background technique
With the quickening of urbanization process, urban land is more and more nervous, and urban construction develops towards superelevation, ultra-deep direction,
Gradually space is wanted to high-altitude, underground.During Foundation Pit Construction, building enclosure is by base in rich water weak soil complicated geological environment
It cheats under outer soil pressure, effect of water pressure, generates lateral displacement；If there are mass defects for foundation pit enclosure structure, easily there is leak,
Especially under artesian water effect, building enclosure closure processing difficulty is very big, deals with improperly and causes the excessive change of foundation pit enclosure structure
Shape.Engineering construction separately is carried out in all kinds of high levels down town of standing in great numbers, engineering outer wall of basement is very close to engineering land red-line, In
Available place is very limited in work progress, and especially in Excavation Process midfield space is narrower, goes along with sb. to guard him knot
Structure closure processing is more difficult.Long-time leak, which not only influences Deep Foundation Pit excavation, can also cause SEA LEVEL VARIATION on the outside of foundation pit, special
It is not artesian water SEA LEVEL VARIATION, neighboring buildings, pipeline, road differential settlement can be caused, cause immeasurable risk.It is another right
Loss zone is improper to be easy to cause building enclosure destruction or the secondary leak of foundation pit, increases foundation pit risk.
Summary of the invention
In view of the foregoing, the present invention provides a kind of Retaining Structure of Extra-deep Excavation side wall water leakage treatment method, can be in base
Hole effectively blocks leakage point after excavating, and there may be unknown deep layer mass defects to repair to building enclosure；
It not will lead to the increase of building enclosure back side additional stress in implementation process, increase building enclosure deformation and increase foundation pit risk；
After separately handling building enclosure leak source, leak source can quickly be blocked and building enclosure outside is reinforced, while will not
Influence construction speed.
To achieve the above object, the technical solution adopted by the present invention is that: a kind of leakage of Retaining Structure of Extra-deep Excavation side wall is provided
Method for treating water, comprising the following steps:
S1: the mass defect position that foundation pit enclosure structure is corresponded on the outside of foundation pit enclosure structure carries out occlusion pile driving construction, institute
It states interlocking pile and forms reinforcing body on the outside of the foundation pit enclosure structure；
S2: rotary jet strengthening is carried out to interlocking pile lower part and soil at both sides and forms reinforcing pile, the interlocking pile and the reinforcing
Stake forms closed curtain on the outside of foundation pit enclosure structure the water leakage path of foundation pit enclosure structure is truncated.
In the embodiment of the present invention, the step of occlusion pile driving construction, includes:
Set pipe construction is carried out on the outside of the foundation pit enclosure structure, and described sleeve pipe is constructed to specified absolute altitude, described sleeve pipe
The soil body is isolated with the periphery soil body in managing, and takes out the soil body in casing to form stake holes；
The embedded bar cage in the stake holes；
Casting concrete forms the interlocking pile in the stake holes.
In the embodiment of the present invention, the interlocking pile includes the stake of A type and Type B stake, and the A type stake is plain concrete pile, the B
Type stake is reinforced concrete pile, and the sequence of construction of the A type stake and the Type B stake is two A type stakes of first constructing, then in two A types
It constructs between stake and Type B stake and cuts away the soil body of Type B stake Yu adjacent two A type stake intersection area, in the stake holes of the Type B stake in advance
The steel reinforcement cage is buried, forms the interlocking pile after casting concrete in the stake holes of the A type stake and the Type B stake.
In the embodiment of the present invention, the interlocking pile is when carrying out Type B pile driving construction, the pre-buried elongated steel in the steel reinforcement cage
Pipe, the upper end of the steel pipe exceed the steel reinforcement cage 200mm, and the lower end of the steel pipe exceeds the steel reinforcement cage 50mm, the steel
The bottom end of pipe is embedded in advance inside the reinforcing pile, and the inner space of the steel pipe is used to transfer the whirl spraying drilling rod of rotary-spraying construction.
In the embodiment of the present invention, the stake bottom of the interlocking pile is located at excavation of foundation pit face or less the position 5m.
In the embodiment of the present invention, the range of the interlocking pile is from leakage point to two sides 5~6m range.
In the embodiment of the present invention, the reinforcing scope of the reinforcing pile is that excavation of foundation pit face or less or cutting influence deep pit monitor
Artesian aquifer.
In the embodiment of the present invention, the lap of splice between the foundation pit enclosure structure and the reinforcing pile is 600mm.
The present invention due to use above technical scheme, make it have it is following the utility model has the advantages that
(1) present invention is in deep-foundation pit engineering digging process, according to the mass defect position of building enclosure in building enclosure
Outside construction interlocking pile and RJP engineering method stake combine to form closing water stop curtain structure, cut off water system circulation passage on the outside of foundation pit, energy
Quickly, deep footing groove enclosing structure leak and building enclosure deep layer mass defect problem is effectively treated；For deep pit excavation
If there is leak, water yield is especially big under the effect of head pressure difference, is formed on the outside of building enclosure using interlocking pile newly
Outer water system circulation passage is cheated in structural protective system truncation, is first constructed interlocking pile using the full-sleeve technique that follows up in the construction process,
Additional stress is not generated to the foundation pit enclosure structure constructed, avoids causing more serious foundation pit risk；Not shadow is engaged after pile driving construction
Engineering construction is rung, it is advantageous to the duration of a project.
(2) because under rich water weak soil complex geological condition deep-foundation pit engineering influenced by multilayer artesian water, to solve building enclosure
Deep layer mass defect problem, avoids carrying out that lower part earth excavation is secondary leak occurs, using RJP engineering method on the outside of building enclosure
The soil body is reinforced, and new closing curtain is collectively formed with the interlocking pile on top, and water system circulation passage on the outside of foundation pit is thoroughly truncated,
Solve building enclosure deep risk of leakage.
Detailed description of the invention
Fig. 1 is water-proof system structural schematic diagram on the outside of foundation pit enclosure structure of the present invention.
Fig. 2 is the floor map of interlocking pile of the present invention.
Fig. 3 is the floor map of reinforcing pile of the present invention.
Fig. 4 is present invention occlusion pile driving construction middle sleeve construction schematic diagram.
Fig. 5 is drilling construction schematic diagram in present invention occlusion pile driving construction.
Fig. 6 is the schematic diagram that steel reinforcement cage and steel pipe are installed in present invention occlusion pile driving construction.
Fig. 7 is concrete pouring construction schematic diagram in present invention occlusion pile driving construction.
Fig. 8 is that the present invention reinforces pile driving construction schematic diagram.
The corresponding relationship of appended drawing reference and component is as follows:
Building enclosure 1；Mass defect 2；Interlocking pile 3；Casing 4；Steel reinforcement cage 5；Steel pipe 6；Reinforcing pile 7.
Specific embodiment
For the benefit of to understanding of the invention, it is illustrated with reference to the accompanying drawings and embodiments.
Shown in please referring to Fig.1 to Fig.3, the present invention provides a kind of Retaining Structure of Extra-deep Excavation side wall water leakage treatment method, packet
Include following steps:
S1: 2 position of mass defect that foundation pit enclosure structure 1 is corresponded on the outside of foundation pit enclosure structure 1 carries out interlocking pile 3 and applies
Work, the interlocking pile 3 form reinforcing body on the outside of the foundation pit enclosure structure 1；
Further, as shown in Figures 4 to 7, the interlocking pile 3 construct the step of include:
The construction of interlocking pile 3 carries out casing 4 using casing follow-up technique is returned entirely on the outside of the foundation pit enclosure structure 1
Construction, by the construction of described sleeve pipe 4 to specified absolute altitude, described sleeve pipe 4 will manage the interior soil body and be isolated with the pipe outer periphery soil body, then by institute
The soil body stated in casing 4 catches to form stake holes；The pre-buried steel reinforcement cage 5 in the stake holes of the Type B stake, in the A type stake and
The interlocking pile 3 is formed in the stake holes of the Type B stake after casting concrete.
In the embodiment of the present invention, the adjacent studs between campshed of interlocking pile 3 are mutually twisted (stake circumference is mutually embedding) and are formed
Armored concrete piling wall；The interlocking pile 3 divides for the stake of A type and Type B stake, and A type stake is plain concrete pile, and Type B stake is reinforced concrete
Native stake；It first constructs when construction two A type stakes, A type pile driving construction finishes, Type B stake of then constructing between two A type stakes, using full-sleeve
Cut portion A type stake forms occlusion, catches away the soil body for cutting away Type B stake Yu adjacent two A type stake intersection area.
In the embodiment of the present invention, the stake diameter of interlocking pile 3 is 1.2m, and 300mm, long of the stake of the interlocking pile 3 are engaged between stake
It is determined according to excavation of foundation pit depth and 2 position of building enclosure mass defect, the stake bottom absolute altitude of the interlocking pile 3 is located at excavation of foundation pit face
The following position 5m, the 3 supporting construction length of interlocking pile determine that range is certainly according to 1 leakage point mass defect range of building enclosure
For leakage point to two sides 5~6m range, the interlocking pile 3 is pre-buried elongated in the steel reinforcement cage 5 when carrying out Type B pile driving construction
φ 273mm steel pipe 6, the upper end of the steel pipe 6 are 200mm beyond the length of the steel reinforcement cage 5, and the lower end of the steel pipe exceeds institute
The length for stating steel reinforcement cage 5 is 50mm and the bottom end of the steel pipe 6 is embedded in advance inside the reinforcing pile 2, and the inside of the steel pipe 6 is empty
Between for transferring the whirl spraying drilling rod of rotary-spraying construction to carry out RJP rotary-spraying construction after the completion of interlocking pile 3 is constructed；When steel pipe 6 is installed
Both ends block, and end is opened when rotary-spraying construction, and drilling rod transfers to designated position by steel pipe 6 and carries out the construction of 3 lower part of interlocking pile.It is logical
The outside of building enclosure 1 is reinforced after first construction interlocking pile 3, can be avoided and the building enclosure 1 for generating mass defect 2 is produced
Raw additional stress, reduces construction risk.The quantity of the interlocking pile 3 is true according to the coverage of the mass defect 2 of building enclosure 1
It is fixed.
S2: as shown in Fig. 3, Fig. 8, the construction of interlocking pile 3 is finished, and carries out rotary jet strengthening to 3 lower part of interlocking pile and soil at both sides
Reinforcing pile 7 is formed, the interlocking pile 3 and the reinforcing pile 7 form closed curtain on the outside of foundation pit enclosure structure 1 base is truncated
The water leakage path of pit enclosure structure 1 releases 1 deep layer mass defect leak risk of building enclosure.
The construction of 3 lower part soil stabilization of above-mentioned steps S2 interlocking pile utilizes super-pressure using RJP engineering method (or MJS engineering method)
The kinetic energy that gunite fluid generates destroys soil body institutional framework, the soil body particle being destroyed and cement grout be mixed from
And the pile body for forming major diameter forms closing water-stop curtain, the RJP engineering method 2.0~3.0m of expanded diameter, deep soil is reinforced
Construction selection diameter is determined according to 3 diameter of interlocking pile.
Interlocking pile 3 uses 1200@of φ, 1000 scheme in above-mentioned steps S1, and in step S2,2400@of φ is selected in RJP engineering method stake
1800,600mm is overlapped between stake.The RJP engineering method stake and foundation pit enclosure structure 1 overlap 600mm, guarantee the stake of RJP engineering method and go along with sb. to guard him
Structure 1 sufficiently connects, and the stake top absolute altitude of reinforcing pile 7 is 3 bottom absolute altitudes of interlocking pile, and reinforcement depth is according to soil layer geology and goes along with sb. to guard him
1 design scheme of structure, to eliminate 1 leak risk of building enclosure and close 1 outside water system channel of building enclosure.Whirl spraying depth due to
2 situation of building enclosure mass defect is not can determine that, RJP engineering method stake reinforcing scope below excavation of foundation pit face or need to need to cut off influence
The artesian aquifer of deep pit monitor.
Further, to the soil at both sides rotary jet strengthening of the interlocking pile 3 to ground, purpose is in foundation pit enclosure structure 1
Outside forms closing curtain, thoroughly closes 1 outside water system channel enclosed curtain of building enclosure.
The reinforcing pile 7 takes out whirl spraying drilling rod out of described steel pipe 6 after the completion of constructing, due to interlocking pile and reinforcing pile
Closed structural body is formed, pre-buried steel pipe 6 block without concrete perfusion and will not be had an impact to structural body.
It is described the invention in detail above in conjunction with accompanying drawings and embodiments, those skilled in the art can basis
Above description makes many variations example to the present invention.Thus, certain details in embodiment should not constitute limitation of the invention,
The present invention will be using the range that the appended claims define as protection scope of the present invention.
Claims (8)
1. a kind of Retaining Structure of Extra-deep Excavation side wall water leakage treatment method, which comprises the following steps:
S1: the mass defect position that foundation pit enclosure structure is corresponded on the outside of foundation pit enclosure structure carries out occlusion pile driving construction, described to sting
It closes stake and forms reinforcing body on the outside of the foundation pit enclosure structure；
S2: rotary jet strengthening is carried out to interlocking pile lower part and soil at both sides and forms reinforcing pile, the interlocking pile and the reinforcing pile exist
Closed curtain is formed on the outside of foundation pit enclosure structure so that the water leakage path of foundation pit enclosure structure is truncated.
2. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 1, which is characterized in that the occlusion
The step of pile driving construction includes:
Set pipe construction is carried out on the outside of the foundation pit enclosure structure, described sleeve pipe is constructed to specified absolute altitude, described sleeve pipe will manage
The interior soil body is isolated with the periphery soil body, takes out the soil body in casing to form stake holes；
The embedded bar cage in the stake holes；
Casting concrete forms the interlocking pile in the stake holes.
3. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 2, which is characterized in that the occlusion
Stake include the stake of A type and Type B stake, the A type stake be plain concrete pile, the Type B stake be reinforced concrete pile, the A type stake with
The sequence of construction of the Type B stake is first to construct two A type stakes, then construct between two A type stakes Type B stake and cut away Type B stake with
The soil body of adjacent two A type stake intersection area, the pre-buried steel reinforcement cage in the stake holes of the Type B stake, in the A type stake and described
The interlocking pile is formed in the stake holes of Type B stake after casting concrete.
4. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 3, which is characterized in that the occlusion
Stake is when carrying out Type B pile driving construction, the pre-buried elongated steel pipe in the steel reinforcement cage, and the upper end of the steel pipe exceeds the steel reinforcement cage
The lower end of 200mm, the steel pipe exceed the steel reinforcement cage 50mm, and the bottom end of the steel pipe is embedded in advance inside the reinforcing pile, institute
The inner space for stating steel pipe is used to transfer the whirl spraying drilling rod of rotary-spraying construction.
5. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 1, which is characterized in that the occlusion
The stake bottom of stake is located at excavation of foundation pit face or less the position 5m.
6. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 1, which is characterized in that the occlusion
The range of stake is from leakage point to two sides 5~6m range.
7. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 1, which is characterized in that the reinforcing
The reinforcing scope of stake is the artesian aquifer that excavation of foundation pit face or less or cutting influence deep pit monitor.
8. Retaining Structure of Extra-deep Excavation side wall water leakage treatment method according to claim 1, which is characterized in that the foundation pit
The lap of splice between building enclosure and the reinforcing pile is 600mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910602246.9A CN110409476B (en) | 2019-07-05 | 2019-07-05 | Method for treating water leakage of side wall of ultra-deep foundation pit support structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910602246.9A CN110409476B (en) | 2019-07-05 | 2019-07-05 | Method for treating water leakage of side wall of ultra-deep foundation pit support structure |
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| CN110409476A true CN110409476A (en) | 2019-11-05 |
| CN110409476B CN110409476B (en) | 2020-10-13 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111021362A (en) * | 2019-12-24 | 2020-04-17 | 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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| 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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| CN110409476B (en) | 2020-10-13 |
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