CN106759307A - Protection device and method that bored concrete pile is irrigated in Karst Cave Formation - Google Patents
Protection device and method that bored concrete pile is irrigated in Karst Cave Formation Download PDFInfo
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- CN106759307A CN106759307A CN201611074959.5A CN201611074959A CN106759307A CN 106759307 A CN106759307 A CN 106759307A CN 201611074959 A CN201611074959 A CN 201611074959A CN 106759307 A CN106759307 A CN 106759307A
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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
- E02D5/60—Piles with protecting cases
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0075—Textiles
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses protection device and method that a kind of bored concrete pile is irrigated in Karst Cave Formation; it is arranged with two spacer ferrules on outer ring including steel reinforcement cage successively along its length; cope level of the spacer ferrule of top higher than solution cavity; Bottom Altitude of the spacer ferrule of lower section less than solution cavity; it is enclosed with anti-concrete aggregate on steel reinforcement cage outer ring between two spacer ferrules successively from inside to outside and is lost in layer, anti-concrete mortar loss layer and fixed bed, the two ends that anti-concrete aggregate is lost in layer, anti-concrete mortar loss layer and fixed bed is connected with two spacer ferrules respectively.Pile foundation can safely and effectively be ensured in solution cavity regional perfusion concrete, easy construction, in the absence of potential safety hazard, simple structure, live materials, handling ease, installs simple, saves the duration, improves efficiency of construction, and reduction difficulty of construction, safety coefficient is high.
Description
Technical field
The present invention relates to technical field of building construction, and in particular to the protection device that a kind of bored concrete pile is irrigated in Karst Cave Formation
And method.
Background technology
At present, with the progress and the expansion of construction scale of projects of industrial technology, pile foundation has turned into high-rise or Super High
The most frequently used base forms of building structure such as building, Rail Highway bridge.And in the pile foundation construction of underground, run into the feelings of solution cavity
Condition is much.Solution cavity brings inconvenience, the particularly concrete pouring in pile foundation and applies to the work progress of pile foundation engineering
In work, to ensure to complete perfusion target, following several method can be typically used：
1st, method is backfilled：Backfilled using slabstone or concrete.Due to the limitation of geological mapping, can only often check at stake position
The instant height of holes of elevation of solution cavity top surface and bottom surface, is but difficult to determine the actual volume size and shape of solution cavity, if taking
Backfill method, it would be possible to consume substantial amounts of material and time, while being likely to cause difficulty to adjacent pile foundation construction in later period.
2nd, slip casting method：First drill pipe laying, then slip casting is filled and reinforces to solution cavity.Slip casting method tedious process, and due to
Slip casting method is reconnaissance slip casting, it is impossible to the construction area whole slip casting where all solution cavities is closely knit, it is also possible to consume a large amount of water
The materials such as mud, are equally likely to cause difficulty to adjacent pile foundation construction in later period.
3rd, steel pile casting follow-up step：In boring procedure, using external diameter than the steel pile casting of the design stake big 20~30cm in footpath carry out with
Enter and protect hole wall, steel pile casting wall thickness is generally 12~18mm, steel pile casting wall thickness is directly proportional to drilling depth.The making of steel pile casting with
Installation is required for the special equipment, pile foundation construction cost will to be doubled and redoubled.
The above several method consuming time is long, and material cost is high, on construction speed influence than larger.
The present invention provides a kind of protection device and method, can be installed using live material, field fabrication, it is ensured that pile foundation
Run into it is such in the case of can in time safe and efficient perfusion concrete.
The content of the invention
The technical problem to be solved in the present invention is, in view of the foregoing defects the prior art has, there is provided a kind of bored concrete pile
In the protection device and method of Karst Cave Formation perfusion, can safely and effectively ensure pile foundation in solution cavity regional perfusion concrete, easy construction,
In the absence of potential safety hazard, simple structure, live materials, handling ease, installation are simple, save the duration, improve efficiency of construction, reduce
Difficulty of construction, safety coefficient is high.
The present invention is for the solution technical scheme that is used of above-mentioned technical problem：
The protection device that a kind of bored concrete pile is irrigated in Karst Cave Formation, including covered successively along its length on the outer ring of steel reinforcement cage
Two spacer ferrules are provided with, the cope level of the spacer ferrule higher than solution cavity of top, the spacer ferrule of lower section is less than the Bottom Altitude of solution cavity,
Be enclosed with successively from inside to outside on steel reinforcement cage outer ring between two spacer ferrules anti-concrete aggregate be lost in layer, anti-concrete mortar be lost in layer and
Fixed bed, the two ends that anti-concrete aggregate is lost in layer, anti-concrete mortar loss layer and fixed bed are connected with two spacer ferrules respectively.
According to above-mentioned technical proposal, the diameter 8cm~12cm bigger than the diameter of steel reinforcement cage of spacer ferrule, the spacer ferrule of top is high
In the 2~4m of cope level of solution cavity, the Bottom Altitude 2~4m of the spacer ferrule less than solution cavity of lower section.
According to above-mentioned technical proposal, the two ends that anti-concrete aggregate is lost in layer, anti-concrete mortar loss layer and fixed bed pass through respectively
Steel wire is connected with spacer ferrule.
According to above-mentioned technical proposal, anti-concrete aggregate is lost in layer includes 2~5 layers of geotextiles of winding parcel.
According to above-mentioned technical proposal, winding parcel geotextiles are formed by polylith geotextiles overlap joint, between each piece of geotextiles
The lap of splice is not less than 30cm.
According to above-mentioned technical proposal, anti-concrete mortar is lost in layer includes 1~3 layer of colour bar cloth of winding parcel.
According to above-mentioned technical proposal, the colour bar cloth for winding parcel is formed by polylith colour bar cloth overlap joint, between each piece of colour bar cloth
The lap of splice be not less than 50cm.
According to above-mentioned technical proposal, fixed bed includes the steel wire of colligation parcel.
According to above-mentioned technical proposal, the grid spacing of steel wire is not more than 10cm；The steel wire diameter of steel wire be 3mm~
5mm。
Using the pile foundation method for filling of above-described protection of steel bar gabion device, comprise the following steps：
1) according to the cope level and Bottom Altitude of solution cavity, position of two spacer ferrules on steel reinforcement cage is determined；
2) two spacer ferrules are fixed on steel reinforcement cage, between two spacer ferrules, around steel reinforcement cage winding parcel 2~5
Layer geotextiles, form anti-concrete aggregate and are lost in layer；
3) two ends of geotextiles are connected with steel wire back and forth through with spacer ferrule respectively；
4) in geotextiles outer layer, winding 1~3 layer of colour bar cloth of parcel forms anti-concrete mortar and is lost in layer；
5) two ends of colour bar cloth are connected with steel wire back and forth through geotextiles and spacer ferrule respectively；
6) in colour bar cloth outer layer, wrapped wire net is wound, forms fixed bed；
7) in steel reinforcement cage to the stake holes after decentralization treatment, make protection device cope level position high higher than the top of solution cavity
Journey, Bottom Altitude of the protection device Bottom Altitude position less than solution cavity；
8) poured pile base concrete.
The invention has the advantages that：
By this protection device and method, it is to avoid fill up solution cavity, material is saved, reduce construction equipment and duration, grasped
Make simple, only need in combination survey data, determine the every terms of information of solution cavity, simple structure is gathered materials on the spot, install simple, can safety
It is effective to ensure pile foundation in solution cavity regional perfusion concrete, can be assembled at the scene and the plenty of time be saved, using live material to reinforcing bar
Cage is slightly processed, you can fast and effectively solve problem, it is to avoid wasted time, and saves a large amount of durations, improves efficiency of construction, is reduced
Difficulty of construction, convenient construction, safety coefficient is high, and controllability is strong.
Brief description of the drawings
Fig. 1 is section view of the bored concrete pile in the protection device that Karst Cave Formation is irrigated when pile foundation is irrigated in the embodiment of the present invention
Figure；
Fig. 2 is that elevation of the bored concrete pile in the protection device that Karst Cave Formation is irrigated when pile foundation is irrigated shows in the embodiment of the present invention
It is intended to；
Fig. 3 is a-a the and b-b sectional views of Fig. 1；
Fig. 4 is the A partial enlarged drawings of Fig. 3；
Fig. 5 is the c-c sectional views of Fig. 1；
Fig. 6 is the B partial enlarged drawings of Fig. 5；
Fig. 7 is the fixed bed schematic diagram of the protection device that bored concrete pile is irrigated in Karst Cave Formation in the embodiment of the present invention；
In figure, 1- hole walls, 2- steel reinforcement cages, 3- solution cavities, the anti-concrete aggregates of 4- are lost in layer, and the anti-concrete mortars of 5- are lost in layer, and 6- is fixed
Layer, 7- spacer ferrules, 8- steel wires, 9- protection device cope levels position, the cope level of 10- solution cavities, the bottom of 11- solution cavities is high
Journey, 12- protection device Bottom Altitudes position.
Specific embodiment
The present invention is described in detail with reference to the accompanying drawings and examples.
Shown in 1~Fig. 2 of reference picture, the protection that the bored concrete pile in one embodiment that the present invention is provided is irrigated in Karst Cave Formation
It is arranged with two spacer ferrules 7 on device, including the outer ring of steel reinforcement cage successively along its length, the spacer ferrule 7 of top is higher than solution cavity
Cope level 10, the spacer ferrule 7 of lower section less than solution cavity Bottom Altitude 11, on the steel reinforcement cage outer ring between two spacer ferrules 7
It is enclosed with anti-concrete aggregate successively from inside to outside and is lost in layer 4, anti-concrete mortar loss layer 5 and fixed bed 6, anti-concrete aggregate is lost in layer 4, prevents
Concrete mortar is lost in layer 5 and the two ends of fixed bed 6 are connected with two spacer ferrules 7 respectively；Described protection device is fixed on reinforcing bar
On cage, the solution cavity region in stake holes is at, then concrete is irrigated to pile foundation, by this protection device and method, it is to avoid fill up molten
Hole, saves material, reduces construction equipment and duration, simple to operate, only need in combination survey data, determines every letter of solution cavity
Breath, simple structure is gathered materials on the spot, and installs simple, can safely and effectively ensure that pile foundation, in solution cavity regional perfusion concrete, can be spelled at the scene
Dress and save the plenty of time, steel reinforcement cage is slightly processed using live material, you can fast and effectively solve problem, it is to avoid delay
Time, a large amount of durations are saved, improve efficiency of construction, reduce difficulty of construction, convenient construction, safety coefficient is high, and controllability is strong.
Further, the diameter of spacer ferrule 7 8cm~12cm bigger than the diameter of steel reinforcement cage, the spacer ferrule 7 of top is higher than solution cavity
The distance of cope level 10 be 2~4m, the spacer ferrule 7 of lower section is 3m less than the distance of the Bottom Altitude 11 of solution cavity.
Further, spacer ferrule 7 is welded with steel reinforcement cage, and pad is no less than 4, circumferential uniform point along steel reinforcement cage of pad
Cloth.
Further, anti-concrete aggregate is lost in layer 4, anti-concrete mortar and is lost in the two ends of layer 5 and fixed bed 6 respectively by steel wire 8
It is connected with spacer ferrule 7.
Further, anti-concrete aggregate is lost in layer 4 includes 3 layers of geotextiles of winding parcel.
Further, winding parcel geotextiles are formed by polylith geotextiles overlap joint, the lap of splice between each piece of geotextiles
Not less than 30cm；Each lap position mutually staggers.
Further, anti-concrete mortar is lost in layer 5 includes 2 layers of colour bar cloth of winding parcel.
Further, spacer ferrule 7 is wound one circle of parcel by geotextiles, then by steel wire 8 back and forth through geotextiles and positioning
It is attached between hoop 7.
Further, the colour bar cloth of winding parcel is formed by polylith colour bar cloth overlap joint, and the overlap joint between each piece of colour bar cloth is long
Degree is not less than 50cm.
Further, the lap position of colour bar cloth staggers at least more than 1 meter with the lap position of geotextiles.
Further, fixed bed 6 includes the steel wire of colligation parcel.
Further, the grid spacing of steel wire is not more than 10cm；The steel wire diameter of steel wire is 4mm.
Using the pile foundation method for filling of above-described protection device, comprise the following steps：
1) cope level 10 and the Bottom Altitude 11 of solution cavity according to solution cavity, determine two spacer ferrules 7 on steel reinforcement cage
Position；
2) two spacer ferrules 7 are fixed on steel reinforcement cage, between two spacer ferrules 7, around steel reinforcement cage winding parcel 2~
5 layers of geotextiles, form anti-concrete aggregate and are lost in layer 4；
3) two ends of geotextiles are connected with steel wire 8 back and forth through with spacer ferrule 7 respectively；
4) in geotextiles outer layer, winding 1~3 layer of colour bar cloth of parcel forms anti-concrete mortar and is lost in layer 5；
5) two ends of colour bar cloth are connected with steel wire 8 back and forth through geotextiles and spacer ferrule 7 respectively；
6) in colour bar cloth outer layer, wrapped wire net is wound, forms fixed bed；
7) in steel reinforcement cage to the stake holes after decentralization treatment, (the spacer ferrule 7 above i.e. of protection device cope level position 9 is made
Position) higher than the cope level 10 of solution cavity, protection device Bottom Altitude position 12 (i.e. the position of spacer ferrule 7 of lower section) is less than solution cavity
Bottom Altitude 11；
8) poured pile base concrete.
In one embodiment of the present of invention, operation principle of the invention：
Embodiment：When making steel reinforcement cage, on the outer surface in solution cavity elevation region residing for steel reinforcement cage, fabrication and installation concrete is protected
Protection unit, including spacer ferrule 7, anti-concrete aggregate are lost in layer 4, anti-concrete mortar and are lost in layer, fixed bed 6.Wherein：
Spacer ferrule 7：(reinforcing bar model and the steel reinforcement cage of design are put more energy into hoop phase for two hoops of putting more energy into of 10cm bigger than steel reinforcement cage diameter
Together)；
Anti- concrete aggregate is lost in layer 4：Three layers of geotextiles parcel；
Anti- concrete mortar is lost in layer 5：Two layers of colour bar cloth parcel；
Fixed bed 6：Layer of steel wire net (preferably from the steel wire of a diameter of 4mm).
Workflow：The present invention is provided during pile foundation construction, in the case of running into solution cavity, without filling up solution cavity and energy
The protection device and method of normal perfusion pile foundation concrete, its technological process is：Determine that solution cavity elevation, material prepare, install spacer ferrule
The 7th, anti-concrete aggregate loss layer 4, the anti-concrete mortar loss layer 5 of installation, installation fixed bed 6, pile foundation normal construction technique are installed to continue to apply
Work；It is specific as follows：
1st, solution cavity elevation is determined
According to the geologic report that each position geological drilling rig is drilled, labor and record geological condition, solution cavity are away from earth's surface
Depth, solution cavity inner height, stake position geological syntheses block diagram is drawn out by stake, determines top, the bottom elevation of solution cavity.
2nd, material prepares
According to steel reinforcement cage size, two spacer ferrules 7 of 10cm bigger than its diameter are made；Choose intact, without breakage
Geotextiles and colour bar cloth, it is ensured that its leakage-proof and seepage-proof performance；Choose the steel wire of flawless and corrosion situation, it is ensured that its tensile property.
The 3rd, spacer ferrule 7 is installed
According to the schematic diagram of figure two, the He of crest level position 10 of solution cavity is determined on steel reinforcement cage according to geology composite columnar section
Bottom elevation location 11, and make protection device two ends mark 9 and 12 at three meters in each extension up and down, in steel reinforcement cage mark 9 and 12
Position surrounding uniformly sets at 4 points, and spacer ferrule 7 is welded on steel reinforcement cage using reinforcing bar.
4th, anti-concrete aggregate is installed and is lost in layer 4
In the range of two spacer ferrules 7, three layers of geotextiles are wrapped up around steel reinforcement cage, if geotextiles length and width is not
Enough, its lap of splice cannot be less than 30 centimetres, and lap position should stagger；Then schematic diagram is fixed according to the two ends of figure three, two
Spacer ferrule 7 is first wrapped up a circle by end with geotextiles, then with steel wire back and forth through geotextiles and spacer ferrule 7, geotextiles two ends are tight
It is tightly fixed on steel reinforcement cage, it is to avoid it loosens and upper and lower off normal.
5th, anti-concrete mortar is installed and is lost in layer 5
Equally, outside geotextiles, two layers of colour bar cloth are wrapped up around steel reinforcement cage, if colour bar cloth length and width are not enough, its
The lap of splice cannot be less than 50 centimetres, and the lap position of geotechnological layer of cloth and colour bar layer of cloth should stagger more than one meter；Then it is same
Sample fixes schematic diagram according to the two ends of figure three, and spacer ferrule 7 first is wrapped up into a circle with colour bar cloth at two ends, then with steel wire back and forth through soil
Work cloth and spacer ferrule 7, colour bar cloth two ends are tightly fixed on steel reinforcement cage, it is to avoid it loosens and upper and lower off normal.
The 6th, fixed bed 6 is installed
According to the steel wire colligation schematic diagram of five fixed bed of figure 6, colour bar cloth outer surface, steel wire grid are wrapped in steel wire
Spacing cannot be greater than 10cm.Steel wire two ends are fixed on spacer ferrule 7, and geotextiles and colour bar cloth are integrally fixed and wrapped up
Protection, forms one with stake footpath identical cylinder.
7th, pile foundation normal construction construction technology
After steel reinforcement cage is disposed, constructed according to pile foundation normal construction technique.Specially require in filling process, i.e.,
When observation concrete face height, when concrete face is close to solution cavity bottom absolute altitude, it is desirable to the depth and perfusion speed of strict control conduit embedment concrete
Degree, reduces the lateral pressure of concrete at solution cavity, so as to reduce the influence to each layer protective materials, it is ensured that pile foundation concrete normal perfusion.
Only presently preferred embodiments of the present invention above, can not limit the interest field of the present invention with this certainly,
Therefore the equivalence changes made according to scope of the present invention patent, still belong to protection scope of the present invention.
Claims (10)
1. the protection device that a kind of bored concrete pile is irrigated in Karst Cave Formation, it is characterised in that along length on the outer ring including steel reinforcement cage
Direction is arranged with two spacer ferrules successively, and the cope level of the spacer ferrule higher than solution cavity of top, the spacer ferrule of lower section is less than solution cavity
Bottom Altitude, be enclosed with anti-concrete aggregate on the steel reinforcement cage outer ring between two spacer ferrules successively from inside to outside and be lost in layer, anti-concrete
Mortar is lost in layer and fixed bed, and the two ends that anti-concrete aggregate is lost in layer, anti-concrete mortar loss layer and fixed bed position with two respectively
Hoop connection.
2. the protection device that bored concrete pile according to claim 1 is irrigated in Karst Cave Formation, it is characterised in that spacer ferrule it is straight
Footpath 8cm~12cm bigger than the diameter of steel reinforcement cage, the cope level 2~4m of the spacer ferrule higher than solution cavity of top, the spacer ferrule of lower section
Less than the 2~4m of Bottom Altitude of solution cavity.
3. the protection device that bored concrete pile according to claim 1 is irrigated in Karst Cave Formation, it is characterised in that anti-concrete aggregate stream
The two ends for losing layer, anti-concrete mortar loss layer and fixed bed are connected by steel wire with spacer ferrule respectively.
4. the protection device that bored concrete pile according to claim 1 is irrigated in Karst Cave Formation, it is characterised in that anti-concrete aggregate stream
Losing layer includes 2~5 layers of geotextiles of winding parcel.
5. the protection device that bored concrete pile according to claim 4 is irrigated in Karst Cave Formation, it is characterised in that winding parcel soil
Work cloth is formed by polylith geotextiles overlap joint, and the lap of splice between each piece of geotextiles is not less than 30cm.
6. the protection device that bored concrete pile according to claim 1 is irrigated in Karst Cave Formation, it is characterised in that anti-concrete mortar stream
Losing layer includes 1~3 layer of colour bar cloth of winding parcel.
7. the protection device that bored concrete pile according to claim 6 is irrigated in Karst Cave Formation, it is characterised in that winding parcel
Colour bar cloth is formed by polylith colour bar cloth overlap joint, and the lap of splice between each piece of colour bar cloth is not less than 50cm.
8. the protection device that bored concrete pile according to claim 1 is irrigated in Karst Cave Formation, it is characterised in that fixed bed includes
The steel wire of colligation parcel.
9. the protection device that bored concrete pile according to claim 8 is irrigated in Karst Cave Formation, it is characterised in that the net of steel wire
Compartment is away from no more than 10cm；The steel wire diameter of steel wire is 3mm~5mm.
10. using the pile foundation method for filling of the protection device described in claim 1, it is characterised in that comprise the following steps：
1) according to the cope level and Bottom Altitude of solution cavity, position of two spacer ferrules on steel reinforcement cage is determined；
2) two spacer ferrules are fixed on steel reinforcement cage, between two spacer ferrules, around steel reinforcement cage winding 2~5 layers of soil of parcel
Work cloth, forms anti-concrete aggregate and is lost in layer；
3) two ends of geotextiles are connected with steel wire back and forth through with spacer ferrule respectively；
4) in geotextiles outer layer, winding 1~3 layer of colour bar cloth of parcel forms anti-concrete mortar and is lost in layer；
5) two ends of colour bar cloth are connected with steel wire back and forth through geotextiles and spacer ferrule respectively；
6) in colour bar cloth outer layer, wrapped wire net is wound, forms fixed bed；
7) in steel reinforcement cage to the stake holes after decentralization treatment, make protection device cope level position higher than the cope level of solution cavity, protect
Bottom Altitude of the protection unit Bottom Altitude position less than solution cavity；
8) poured pile base concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611074959.5A CN106759307A (en) | 2016-11-29 | 2016-11-29 | Protection device and method that bored concrete pile is irrigated in Karst Cave Formation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611074959.5A CN106759307A (en) | 2016-11-29 | 2016-11-29 | Protection device and method that bored concrete pile is irrigated in Karst Cave Formation |
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| CN201611074959.5A Pending CN106759307A (en) | 2016-11-29 | 2016-11-29 | Protection device and method that bored concrete pile is irrigated in Karst Cave Formation |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107288145A (en) * | 2017-07-08 | 2017-10-24 | 福州大学 | New many pier stud bridge pile foundations and its method of construction in shaped corroded cave model stratum |
| CN107747309A (en) * | 2017-10-13 | 2018-03-02 | 广州市高速公路有限公司 | Pile In Karst Area protector and its construction method |
| CN108360505A (en) * | 2018-02-11 | 2018-08-03 | 湖北工业大学 | A kind of filling pile structure and its construction method passing through solution cavity |
| CN112962585A (en) * | 2021-01-22 | 2021-06-15 | 中交四航局第六工程有限公司 | Curtain method retaining wall cast-in-place pile construction method |
| CN113981958A (en) * | 2021-11-26 | 2022-01-28 | 中铁十六局集团第四工程有限公司 | Method for plugging karst cave of mechanical pore-forming cast-in-place pile |
| CN114320359A (en) * | 2021-12-10 | 2022-04-12 | 中国一冶集团有限公司 | Method for processing large and deep non-filler karst cave above tunnel arch |
| CN116988456A (en) * | 2023-08-28 | 2023-11-03 | 中冶武勘工程技术有限公司 | Anti-overcharging structure for cast-in-place pile in karst area and construction method |
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| CN204040025U (en) * | 2014-08-18 | 2014-12-24 | 广州市第二建筑工程有限公司 | A kind of reinforcing cage for solution cavity geology pile |
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| KR20110029926A (en) * | 2009-09-17 | 2011-03-23 | 김인주 | The wall which closes the soil and the water of waterproof of a spandex peg and the methol of constrution of the same |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107288145A (en) * | 2017-07-08 | 2017-10-24 | 福州大学 | New many pier stud bridge pile foundations and its method of construction in shaped corroded cave model stratum |
| CN107747309A (en) * | 2017-10-13 | 2018-03-02 | 广州市高速公路有限公司 | Pile In Karst Area protector and its construction method |
| CN108360505A (en) * | 2018-02-11 | 2018-08-03 | 湖北工业大学 | A kind of filling pile structure and its construction method passing through solution cavity |
| CN112962585A (en) * | 2021-01-22 | 2021-06-15 | 中交四航局第六工程有限公司 | Curtain method retaining wall cast-in-place pile construction method |
| CN113981958A (en) * | 2021-11-26 | 2022-01-28 | 中铁十六局集团第四工程有限公司 | Method for plugging karst cave of mechanical pore-forming cast-in-place pile |
| CN114320359A (en) * | 2021-12-10 | 2022-04-12 | 中国一冶集团有限公司 | Method for processing large and deep non-filler karst cave above tunnel arch |
| CN116988456A (en) * | 2023-08-28 | 2023-11-03 | 中冶武勘工程技术有限公司 | Anti-overcharging structure for cast-in-place pile in karst area and construction method |
| CN116988456B (en) * | 2023-08-28 | 2024-04-02 | 中冶武勘工程技术有限公司 | Anti-overcharging structure for cast-in-place pile in karst area and construction method |
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Application publication date: 20170531 |
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