CN102979105A - Underground water control method of wellhole grouting and seepage insulation - Google Patents
Underground water control method of wellhole grouting and seepage insulation Download PDFInfo
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- CN102979105A CN102979105A CN2012105476829A CN201210547682A CN102979105A CN 102979105 A CN102979105 A CN 102979105A CN 2012105476829 A CN2012105476829 A CN 2012105476829A CN 201210547682 A CN201210547682 A CN 201210547682A CN 102979105 A CN102979105 A CN 102979105A
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Abstract
The invention discloses an underground water control method of wellhole groupting and seepage insulation, and the method comprises the following steps of (1) drilling a down-cast pipe well wellhole, and overdrilling a given length when drilling the wellhole to form an overdrilled grouting hole; (2) adopting a fracturing grouting method to form a large-diameter horizontal disc-shaped grouting reinforced soil seepage insulation body in a soil layer corresponding to the overdrilled grouting hole; and (3) hoisting and placing filler and filter materials, and washing the well to complete the construction of the downcast pipe well. Due to the adoption of the method, the displacement and the ground settlement value caused by the water pumping are reduced by taking measures while the pressure of the engineering is reduced through dewatering, so that the underground water and the peripheral environment can be protected.
Description
Technical field
The present invention relates to a kind of groundwater control method, groundwater control method when relating in particular to a kind of engineering dewatering in the deep and strict situation of Land-Subsidence Control in aquifer, be applicable to the various soil layer conditions such as silty clay, silt, sandy soil, can be mainly used in foundation pit dewatering project, dykes and dams underground water and fall row's engineering etc. underground hydromining is got the engineering field of control measure.
Background technology
Along with ground water protection and surrounding enviroment are protected the raising that requires such as surface settlement and the enhancing of protecting consciousness; when in engineering construction, relating to underground water and falling row's measure; control requirement to underground water is also more and more higher, requires the free of contamination not even draining of few draining that reaches simultaneously.During foundation pit dewatering, if there is the high water head artesian aquifer at the bottom of the foundation ditch, and this head does not satisfy the anti-of national regulation requirement and dashes forward when gushing Stability Checking Calculation, then need this artesian aquifer is taked measures to reduce stresses, tube well dewatering is the most extensive taking and the most effective a kind of step-down measure, is widely used at engineering field.So need a kind of purpose that can reach the precipitation decompression, can reduce as far as possible displacement and free of contamination engineering measure again.The present invention namely is based on above needs and proposes.
The Application of High pressure Split Grouting technology is injected soil layer with cement or chemical grout etc., in the slip casting process, the slurries of Grouting Pipe outlet to around the stratum applied additional compressive stress, make soil body generation shear crack, slurries then along the crack from the low place of soil strength to the high local splitting of intensity, split network or skeleton that slurry in the soil body has just formed soil mass consolidation.The Application of High pressure Split Grouting technology both can be applicable to preferably layer of sand of permeability, can be applicable to again the viscous soil horizon of poor permeability.To different soil properties, reinforcing body intensity can reach 0.5～10MPa, and transmission coefficient is reduced to 10-7～10-9cm/s.The diffusion radius of theoretical research can arrive more than 20 meters, and the diffusion radius can reach 5～10 meters in the practice.
The tube well dewatering technology is a kind of construction technology of maturation, and its working procedure comprises boring, hangs well casing, fills out filtrate and well-flushing.
Summary of the invention
The present invention provides a kind of wellhole slip casting every the groundwater control method of oozing for solving the technical problem that exists in the known technology; the method is taken measures to reduce displacement and is reduced the surface settlement value of drawing water and causing in the engineering dewatering decompression, thereby has reached the effect of protection underground water and protection surrounding enviroment.
The technical scheme that the present invention takes for the technical problem that exists in the solution known technology is: a kind of wellhole slip casting may further comprise the steps every the groundwater control method of oozing:
One) bore precipitation pipe well wellhole, outdrill certain-length when well bore forms the fracture grouting hole;
Two) adopt the fracture grouting method in the soil layer corresponding with the fracture grouting hole, to form major diameter horizontal circle plate-like grouting and reinforcing soil every oozing body;
Three) finish sequentially that well casing hangs, filtrate backfill and clean-out service, until finish the construction of precipitation pipe well.。
In described step 2) in, 1～3 grouting and reinforcing soil formed every oozing body.
Advantage and good effect that the present invention has are: two kinds of engineerings are finished in an operation: outdrill certain-length when the dewatering well hole drilling, carry out Application of High pressure Split Grouting in the outdrill position, then more than the outdrill position, lay the dewatering well structures such as well casing and filtrate, namely form a discoid level in single dewatering well bottom every oozing body, reduce the well casing dolly to the seepage channel area reducing seepage discharge, and then reduce whole displacement.The present invention arranges discoid level by Application of High pressure Split Grouting and reduces displacement every oozing body at the bottom of well casing, implements before and after two kinds of construction technologies, closely cooperate, do not interfere with each other, mud is shared, easy construction.The group wells acting in conjunction; then can make every oozing sports association and close and play a role; reduce vertical seepage area; reduce displacement, improve step-down efficient in the hole, reach the effect of ground water protection and surface settlement protection; when reducing total displacement, improve step-down efficient in the hole; the present invention has two kinds of construction technology perfect adaptations concurrently both advantage, has application value.
Description of drawings
Fig. 1 is the invention process step 1) schematic diagram;
Fig. 2～Fig. 3 is the invention process step 2) schematic diagram;
Fig. 4 the invention process step 3) schematic diagram.
Among the figure: 1, wellhole, 2, the fracture grouting hole, 3, sealing mud, 4, the fracture grouting pipe, 5, grouting and reinforcing soil is every oozing body, 6, filtrate, 7, well casing.
The specific embodiment
For further understanding summary of the invention of the present invention, Characteristic, hereby exemplify following examples, and cooperate accompanying drawing to be described in detail as follows:
See also Fig. 1～Fig. 4, a kind of wellhole slip casting may further comprise the steps every the groundwater control method of oozing:
One) bore precipitation pipe well wellhole 1, outdrill certain-length when well bore 1, formation fracture grouting hole 2 concrete operations are:
(a) well bore 1
Adopt wellhole 1 that rig bores φ 400mm～φ 700mm depth location at the bottom of the well casing pipe.
(b) outdrill fracture grouting hole 2
At the bottom of the wellhole hole, bore again the fracture grouting hole of φ 80mm～φ 100mm below the degree of depth to desired depth.
Two) adopt the fracture grouting method in the soil layer corresponding with fracture grouting hole 2, to form major diameter horizontal circle plate-like grouting and reinforcing soil every oozing body 5
Concrete operation is:
(a) mud 3 is closed in embedding in the hole
After boring arrives desired depth, in wellhole 1 and fracture grouting hole 2, pour into and seal mud 3, the space that sealing mud 3 is used between sealing fracture grouting pipe (one-way valve tube) and the drill hole wall forces slurries to inject soil layer all around.
(b) insert fracture grouting pipe 4
In the boring that is full of sealing mud 3, insert fracture grouting pipe (one-way valve tube), fracture grouting pipe 4 general plastic pipes with internal diameter φ 40mm～60mm, plastic pipe bores one group every 33～50cm and penetrates slurry hole (being 2～3 groups every meter), plastic pipe outsourcing rubber case, the pipe end sealing is full of water when inserting boring in the plastic pipe.
(c) fracture grouting
After sealing mud 3 reaches some strength, carry out delamination pour slurry at fracture grouting pipe 4 interior insertion two way seal slip casting core pipes, at first intensified pressure makes slurries back down rubber case, squeeze broken sealing mud, produce splitting at the soil body, and along the crack diffusion, in soil layer, form major diameter horizontal circle plate-like grouting and reinforcing soil every oozing body 5.Range of scatter is subjected to the impact of the factors such as grouting pressure, time, grout coordinate ratio, soil layer feature, generally from bottom each meter slip casting once, reach certain pressure after, mention one meter again slip casting, repeat like this.After slip casting is finished, pull out one way valve plastic pipe and two way seal slip casting core pipe.
Three) sequentially finish backfill and the clean-out service of the hanging of well casing 7, filtrate 6, until finish the construction of precipitation pipe well.
Concrete operation is:
(a) hang well casing
At the bottom of prefabricated well, place well casing, slowly transfer, when the mouth of pipe and well head differ 200mm, connect the joint well casing.Hang well casing and want vertical, and remain on the wellhole center, flow in the well for preventing rainwater silt particle or foreign matter, the well casing 200mm that is not less than above ground level, and add a cover temporary protection.Well casing drainage section adopts the sand concrete free chimney filter or with the iron pipe of filter opening, and the non-filter pipe of well casing adopts the sand concrete free chimney filter or not with the iron pipe of filter opening.
(b) fill out filtrate
After being lowered to, well casing inserts immediately filtrate.Filtrate is evenly inserted around wellhole, should keep continuously mud being extruded wellhole.When filling out filtrate, insert height with filling out with surveying filtrate, when the amount of inserting and theoretical amount of calculation are inconsistent, in time search reason.Behind the well-flushing, excessive such as the filtrate deflection, should mend and be filled to lower 1.0 meters of well head, use the clay packing on it.
(c) well-flushing
Should carry out immediately well-flushing after above-mentioned work is finished, in order to avoid overlong time, retaining wall mud skin is aging gradually, is difficult to destroy impact infiltration effect.During flushing, adopt lower pump examination to take out well-flushing, repeatedly take out with submersible pump and wash, until the water sand removal is clean.
Basic principle of the present invention is: outdrill certain-length when the dewatering well hole drilling, carry out Application of High pressure Split Grouting in the outdrill position, then more than the outdrill position, lay the dewatering well structures such as well casing and filtrate, namely form a discoid level in the dewatering well bottom every oozing body, reduce the well casing dolly to the seepage channel area reducing seepage discharge, group wells is united and is played a role and then reduce whole displacement.
The Application of High pressure Split Grouting technology is injected soil layer with cement or chemical grout etc., in the slip casting process, the slurries of Grouting Pipe outlet to around the stratum applied additional compressive stress, make soil body generation shear crack, slurries then along the crack from the low place of soil strength to the high local splitting of intensity, split network or skeleton that slurry in the soil body has just formed soil mass consolidation, reduced the permeability of the soil body.The tube well dewatering technology is the construction technology that a kind of utilization arranges vertical well casing groundwater abstraction, and its working procedure comprises boring, hangs well casing, fills out filtrate and well-flushing.
Embodiments of the invention:
The long 230.0m of metro station base pit engineering, wide 21.7m takes cut and cover tunneling, and supporting and protection structure is ground-connecting-wall and inner support, and foundation ditch digs dark 18.340m, the dark 33m of diaphragm wall.There is the flour sand artesian aquifer in following 8～19m place at the bottom of the foundation ditch, the about 1.3m of this artesian aquifer head buried depth, and the anti-prominent Stability Checking Calculation that gushes of foundation ditch does not satisfy.Diaphragm wall does not block artesian aquifer, arranges 11 mouthfuls of relief wells and 4 mouthfuls of relief wells for subsequent use in the hole, well depth 32m, and chimney filter section buried depth is 27～31m, and precipitation pipeline section buried depth is 31～32m, and the wellhole bore diameter is 700mm.The following outdrill 1m of wellhole sediment tube is as the fracture grouting hole, and the outdrill position is buried depth 32～33m, and the fracture grouting bore dia is 100mm.More than at the bottom of the fracture grouting hole, carry out first Application of High pressure Split Grouting in 0～30cm scope, form the horizontal plate-like grouting and reinforcing soil of diameter 10m every oozing body, hoisting grouting pipe 40cm again, more than at the bottom of the fracture grouting hole, carry out Application of High pressure Split Grouting in 70～100cm scope, form another horizontal plate-like grouting and reinforcing soil of diameter 10m every oozing body.Go into the well after Application of High pressure Split Grouting is finished pipe, fill out the construction of the well casings such as filtrate and well-flushing.In the present embodiment, grouting and reinforcing soil is advisable with 1～3 every oozing body.
At the bottom of the wellhole behind the fracture grouting hole end level account for 1/4 foundation ditch area every oozing bulk area, antihypertensive effect obviously provides, and compares Pit Discharge with similar Metro station excavation engineering and reduces approximately 1/3, surface settlement is effectively controlled.
Although the above is described the preferred embodiments of the present invention by reference to the accompanying drawings; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; not breaking away from the scope situation that aim of the present invention and claim protect, can also make a lot of forms, these all belong within protection scope of the present invention.
Claims (2)
1. a wellhole slip casting is characterized in that every the groundwater control method of oozing, and may further comprise the steps:
One) bore precipitation pipe well wellhole, outdrill certain-length when well bore forms the fracture grouting hole;
Two) adopt the fracture grouting method in the soil layer corresponding with the outdrill injected hole, to form major diameter horizontal circle plate-like grouting and reinforcing soil every oozing body;
Three) finish sequentially that well casing hangs, filtrate backfill and clean-out service, until finish the construction of precipitation pipe well.
2. wellhole slip casting according to claim 1 is characterized in that every the groundwater control method of oozing, in described step 2) in, 1～3 grouting and reinforcing soil formed every oozing body.
Priority Applications (1)
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| CN2012105476829A CN102979105A (en) | 2012-12-15 | 2012-12-15 | Underground water control method of wellhole grouting and seepage insulation |
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| CN2012105476829A CN102979105A (en) | 2012-12-15 | 2012-12-15 | Underground water control method of wellhole grouting and seepage insulation |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106640090A (en) * | 2017-02-28 | 2017-05-10 | 安徽理工大学 | Surface pre-grouting monitoring system of newly-built coal mine deep vertical shaft under adjacent existing mineshaft condition |
| CN110409474A (en) * | 2019-08-07 | 2019-11-05 | 中煤第三建设（集团）有限责任公司 | It is placed in the pipe well for lower water of diaphram wall bottom |
| CN113322985A (en) * | 2021-06-08 | 2021-08-31 | 北京交通大学 | Grouting method for slope support and reinforcement method for slope drainage ditch |
| CN114740182A (en) * | 2022-06-13 | 2022-07-12 | 山东省地质矿产勘查开发局八〇一水文地质工程地质大队(山东省地矿工程勘察院) | Physical model test system and method for simulating stratum collapse caused by deep well pumping |
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| RU2301299C2 (en) * | 2005-04-07 | 2007-06-20 | Вячеслав Николаевич Кровяков | Method for water-saturated ground consolidation |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106640090A (en) * | 2017-02-28 | 2017-05-10 | 安徽理工大学 | Surface pre-grouting monitoring system of newly-built coal mine deep vertical shaft under adjacent existing mineshaft condition |
| CN106640090B (en) * | 2017-02-28 | 2018-01-02 | 安徽理工大学 | Newly-built Coal Mine depth vertical pre grouting from the surface monitoring system under neighbouring existing wellbore conditions |
| CN110409474A (en) * | 2019-08-07 | 2019-11-05 | 中煤第三建设（集团）有限责任公司 | It is placed in the pipe well for lower water of diaphram wall bottom |
| CN110409474B (en) * | 2019-08-07 | 2024-03-26 | 中煤第三建设（集团）有限责任公司 | Pipe well dewatering well arranged at bottom of underground diaphragm wall |
| CN113322985A (en) * | 2021-06-08 | 2021-08-31 | 北京交通大学 | Grouting method for slope support and reinforcement method for slope drainage ditch |
| CN114740182A (en) * | 2022-06-13 | 2022-07-12 | 山东省地质矿产勘查开发局八〇一水文地质工程地质大队(山东省地矿工程勘察院) | Physical model test system and method for simulating stratum collapse caused by deep well pumping |
| CN114740182B (en) * | 2022-06-13 | 2022-09-23 | 山东省地质矿产勘查开发局八〇一水文地质工程地质大队(山东省地矿工程勘察院) | Physical model test system and method for simulating stratum collapse caused by deep well pumping |
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Application publication date: 20130320 |