CN203007963U - Ultra-high vacuum double-pipe drained well at low-permeability silt clay course - Google Patents
Ultra-high vacuum double-pipe drained well at low-permeability silt clay course Download PDFInfo
- Publication number
- CN203007963U CN203007963U CN 201320008679 CN201320008679U CN203007963U CN 203007963 U CN203007963 U CN 203007963U CN 201320008679 CN201320008679 CN 201320008679 CN 201320008679 U CN201320008679 U CN 201320008679U CN 203007963 U CN203007963 U CN 203007963U
- Authority
- CN
- China
- Prior art keywords
- pipe
- tube
- vacuum
- outer tube
- water
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn - After Issue
Links
Images
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to an ultra-high vacuum double-pipe drained well at a low-permeability silt clay course. A well body structurally adopts steel pipes including an outer pipe and an inner pipe, wherein the outer pipe comprises a dead pipe and a water filtering pipe, pipe walls at upper and lower sections of the outer pipe adopt gas-tight dead pipes, the pipe wall of the middle section of the outer pipe adopts a water filtering pipe with water filtering holes, a filtering layer is arranged at the periphery of the pipe wall of the water filtering pipe, the pipe top of the outer pipe and the pipe bottom of the outer pipe adopt sealing structures, the pipe wall of the inner pipe adopts a gas-tight sealing structure, both the pipe top and the pipe bottom of the inner pipe adopt open-ended structures, during rainfall, the pipe bottom of the inner pipe is sealed by water, the space between the inner pipe and the outer pipe is a vacuum cavity, the top of the vacuum cavity is in pipe connection with a vacuum pump, the vacuum pump is in pipe connection with an outer cavity air outlet and an outer cavity water outlet, the space inside the inner pipe serves as an inner chamber, a submersible pump is arranged inside the inner chamber, and a submersible pump connecting pipeline serves as an inner chamber water outlet. In the utility model, a vacuum effect is used. In case of large area rainfall, the quantity of wells is reduced greatly, and the pre-rainfall time is shortened.
Description
[technical field]
The utility model relates to underground construction precipitation technical field, specifically the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum.
[background technology]
Along with the develop rapidly of China's economy, the subway industry is maked rapid progress, and in China's 12 planning, subway progressively moves towards medium-sized city from large size city, and the subway construction environment also becomes increasingly complex, and has been formed on to carry out the subway station construction in various stratum.Before the Deep Foundation Pit of Metro Stations excavation, usually adopt foundation pit dewatering to come consolidated earth mass, to improve soil strength in the hole, reduce the deflection of bottom heave and space enclosing structure.In dewatering construction, the more method of present domestic employing: from seepage well precipitation method, deep-well vacuum drop water law.But in the hypotonicity soil layer, these class methods all can not satisfy the engineering dewatering demand.
1. from the seepage well precipitation method: when hypotonicity silt clay layer precipitation, although adopted the measure that reduces well spacing, increases well depth and extend precipitation time in construction, and the ways such as kinds of processes Cheng Jing, several different methods well-flushing have been taked, but dewatering effect is still not obvious, and dewatering well takes out not water outlet or water yield is very little.Simultaneously, increase well depth and can cause oozing under perched water, cause deep-lying groundwater resources to pollute.In addition, without restriction, a large amount of groundwater abstractions not only increase power consumption, also strengthen surface settlement and waste groundwater resources, are difficult to satisfy the dewatering project of the specific engineering specifications such as Urban Metro Construction.
2. deep-well vacuum drop water law: deep-well vacuum drop water law is a kind of new technology, is widely applied in the south China area in recent years.Use at present more deep-well vacuum drop water law and have three kinds: deep well pump+vacuum pump precipitation system, submersible pump+vacuum pump precipitation system and ejector are inserted the deep-well precipitation system.But, vacuum degree deficiency poor in engineering practice saliency sealing, drainage poor effect.
[utility model content]
the purpose of this utility model is exactly in order to solve technical problem and the defectives such as the little and water rate of the radius of influence that draws water in prior art is low in the hypotonicity argillic horizon, a kind of deficiency that can make up the traditional vacuum pipe well is provided, improve dewatering effect, reduce the two-tube drainage well of hypotonicity silt clay layer ultravacuum of engineering cost and hand labor intensity, it is characterized in that casing programme adopts steel pipe, divide outer tube and inner tube, described outer tube is comprised of dead pipe and filter pipe, on described outer tube, the hypomere tube wall is air-locked dead pipe, the stage casing tube wall is the filter pipe that has treatment hole, be provided with filtration beds around the filter pipe tube wall, be hermetically-sealed construction at the bottom of described outer tube pipe top and outer tube pipe, described inner pipe wall adopts air-locked hermetically-sealed construction, be Open architecture at the bottom of inner tube pipe top and inner tube pipe, during precipitation at the bottom of the inner tube pipe by water-stop, space between described inner tube and outer tube is vacuum chamber, the vacuum chamber top connects vacuum pump by pipeline, vacuum pump connects exocoel gas outlet and exocoel delivery port by pipeline, space in described inner tube is inner chamber, be provided with submersible pump in inner chamber, the submersible pump connecting pipe is the inner chamber delivery port.
Described outer tube diameter is that 273mm, pipe thickness are 4mm, and diameter of inner pipe is that 150～200mm, pipe thickness are 3mm.
The dead length of tube of described outer tube epimere is not less than 4.0m, the dead length of tube of outer tube hypomere is 0.5m～1.0m.
Described filtration beds is 40～60 purpose gauzes.
Flange and gasket structure are adopted in the sealing at described outer tube top, and flange comprises upper flange and lower flange, and upper flange is connected with inner tube, and lower flange is connected with outer tube, offer aspirating hole and vacuum meter hole above flange, adopt rubber ring seal between upper lower flange.
Thereby be arranged at the bottom of described inner tube pipe and be not less than in 1m, pump process in inner tube water level below target precipitation water level and be not less than at the bottom of the inner tube pipe by water-stop.
Described submersible pump water inlet is not less than 1m bottom inner tube.
The utility model is compared with prior art, and its advantage is:
1. be provided with interior exocoel in the dewatering well structure, exocoel is vacuum interlayer structure independently, is easy to continue the vacuum that keeps higher, and vacuum can reach-and 0.07MPa is between-0.09MPa.
2. the dewatering well exocoel is keeping continuing higher vacuum, and the water collection efficiency of drainage well is high, up to 5 times of conventional drainage well; The individual well radius of influence is 1.2～1.5 times with conventional drainage well under condition.
3. the dewatering well inner chamber is open, and water seal is adopted in the bottom, only needs to keep getting final product below target precipitation water level bottom well casing when design and installation.Submersible pump is placed in inner chamber, vacuumizes at exocoel, is independent of each other mutually.
4. during large area region precipitation, the layout quantity of well greatly reduces; Pre-precipitation time is short.
[description of drawings]
Fig. 1 is ultravacuum drainage well primary structure schematic diagram of the present utility model;
Fig. 2 is shaft collar schematic diagram of the present utility model;
Fig. 3 is the process chart of the utility model embodiment;
As shown in the figure, in figure: 1. upper flange 2. lower flange 3. rubber washer 4. outer tube 5. inner tube 6. lock bolt 7. aspirating hole 8. 9. exocoel gas outlets, vacuum meter hole and exocoel delivery port 10. exocoel water outlet water meter 11. delivery port 12. inner chamber water outlet water meter 13. vacuum pump 14. underground water 15. well casing exocoel 16. well casing inner chamber 17. well casing inwalls 18. enclose and fill out filtrate 19. well casing outer walls 20. and enclose and fill out expanded clay 21. submersible pump 22. vacuum meters;
Specifying Fig. 1 is Figure of abstract of the present utility model.
[specific embodiment]
The utility model is described in further detail below in conjunction with accompanying drawing, and the structure of this device and principle are very clearly concerning this professional people.Should be appreciated that specific embodiment described herein only in order to explaining the utility model, and be not used in restriction the utility model.
The well drilling diameter is more than or equal to 0.55m.Its casing programme adopts steel pipe, minute outer tube and inner tube.Outer tube diameter 273mm is comprised of dead pipe and filter pipe, and its upper and lower section tube wall is air-locked dead pipe, and the dead length of tube of epimere is not less than 4.0m, the hypomere pipe range is 0.5～1.0m; The stage casing tube wall is the filter pipe that has treatment hole, wraps up the sand net around the filter pipe tube wall, 2 layers of general 40～60 mesh filter screen wrappings.The sealing of outer tube pipe top, pipe end dead end shutoff.Diameter of inner pipe 150～200mm, tube wall is closely knit airtight, and Guan Ding, the pipe end, is all open, and the pipe end, is arranged at and is not less than below target precipitation water level at the bottom of in 1m, pump process, in inner tube, water level is not less than the inner tube pipe and by water-stop.Space between inner tube and outer tube is vacuum chamber, and the vacuum chamber top connects vacuum pump by pipeline, and the vacuum pump connecting pipe is as exocoel gas outlet and exocoel delivery port.Space in inner tube is inner chamber, installing submersible pump in inner chamber, and the submersible pump water inlet is not less than 1m bottom inner tube, and the submersible pump connecting pipe is as the inner chamber delivery port.
The exocoel wellhead sealing adopts flange+sealing mat, and flange comprises upper flange and lower flange, and upper and lower flange is 15mm thick and circular steel plate, and the above offers aspirating hole and vacuum meter hole; Upper flange and internal diameter 200mm, the inner tube of wall thickness 3mm combines as a whole, and the outer tube of lower flange and internal diameter 273mm, wall thickness 4mm is connected as a single entity, and connected mode is welding.Adopt rubber ring seal between upper lower flange, as shown in Figure 2.
Backfilling material comprises permeable filtrate and seal section material.Permeable filtrate adopts the gravel of 2～4mm.The seal section material generally adopts clay, for the backfill facility should adopt clay ball, is preferably high-quality swell soil ball.
Implementing process flow process of the present utility model divided for three steps, was respectively: boring, installing well conductors, precipitation, process chart as shown in Figure 3, it mainly is operating as:
(1) smooth location, preparation of construction, well location are located
Smooth construction plant, rig and various construction material are marched into the arena, the well location measurement and positioning.
(2) casing is buried underground
Bury casing underground by the well location that setting-out is reserved, guarantee that the center of casing is consistent with the center of well location, the guard aperture pipe inserts in the original state soil layer, the shutoff of pipe external application cohesive soil, guard aperture pipe 10～30cm above ground level.
(3) rig is in place
The firm level of rig substructure, hook mating holes center, becomes sight alignment with the center, hole at hook, rotating disk.
(4) drilling and forming hole
Drainage well perforate aperture diameter is 550mm, and a footpath on earth.
Light pressure slow-speed during perforate is to guarantee the verticality of perforate.When creeping into, the general nature pulping that adopts is crept into, and mud density is controlled at 1.10～1.15g/cm
3
(5) slurry is changed in clear hole
After being drilled into design elevation, drilling tool lifting to 20～50cm place at the bottom of the hole, is started slush pump clear hole, with sediment in cleaning hole, the inner hole deposition silt should less than 20cm, be adjusted mud density to 1.05 g/cm simultaneously
3The left and right.
(6) outer tube is installed
Outer tube adopts the round steel pipe of diameter 273mm, and merogenesis is transferred, and when transferring, the center line of pipe is concentric with the aperture, is welded to connect between pipe, and after outer tube was transferred to absolute altitude, pipe was risen out ground 30～50cm.
(7) filtrate backfill
Drilling rod is carried to the filter pipe lower end, and well casing is suitable for reading adds silently sealing, pumping mud in the drilling rod, make mud by up returning between well casing and hole wall, and turn gradually the pump amount down, begin to throw in filtrate after the pump amount is stable, until till filtrate is lowered to the precalculated position, the thick cohesive soil of the following backfill 3.00m in earth's surface.
(8) borehole wall cleaning
Adopt high pressure clear water and water pump combined washing well method, inject the high pressure clear water by drilling rod in well, rinse tube wall mud skin, remove filtrate section silt particle, mud in the water pump exhaust pipe carries out repeatedly until water is clear, sand is clean.
(9) inner tube is installed
The dewatering well inner tube adopts the round steel pipe of diameter 150～200mm, inner tube and outer concentric tube during construction, and merogenesis is transferred, and is welded to connect between pipe, guarantees that inner tube is closely knit.
(10) shut-in well
Wellhead sealing adopts flange+sealing mat, and flange comprises upper flange and lower flange, and upper and lower flange is 15mm thick and circular steel plate, and the above offers aspirating hole and vacuum meter hole; Upper flange and internal diameter 200mm, the inner tube of wall thickness 3mm combines as a whole, and the outer tube of lower flange and internal diameter 273mm, wall thickness 4mm is connected as a single entity, and connected mode is welding.Adopt rubber ring seal between upper lower flange, and reserve vacuum pump interface and vacuum meter interface.
(11) vacuum pump, pumping equipment are installed
Respectively vacuum pump, vacuum meter are connected with the interface of reservation, then the inner tube submersible pump are installed to design elevation.
(12) add vacuum, draw water
Start vacuum pump, draw water.
Become the well construction quality control standard to be:
(1) well depth error: less than 2% of well depth;
(2) hole deviation: every 50 m are less than 0.5o;
(3) well water sand content: draw water stable after, less than the 1/20000(volume ratio);
(4) the WIH potential drop is dark: draw water stable after, the WIH position is in below safety level.
The embodiment test situation of the utility model on engineering is as follows: this experiment station for certain simulation subway station experiment station, is the transfer station of two circuits, establishes interconnections in the middle of two circuits, and this test station is totally 7 accesss, 4 ventilating shafts.Test station surface feature belongs to marine sediment Plain type.
Foundation soil physical mechanical property index statistical form sees Table 1.
present technique embodiment tests in certain access at this test station, the long 31m of foundation ditch, wide 7.2m, the excavation of foundation pit degree of depth is 12m approximately, stratum in the cutting depth scope is respectively: 1. 1. 1. 2. 2. 3. 4. 5. 5. 5. 6. 6. 6. 6. 7. 8. 8. 8-1T silty clay of 8-1 powder fine sand of silty clay of 6-2T clay of 6-3 loam of 6-2 silty clay of 6-1 silty clay of 5-3 loam of 5-2 silty clay of 5-1 clay of clay of silty clay folder flour sand of 2-2 silt clay of 2-1 mud of 1-3 silt clay of 1-2 clay of 1-1 miscellaneous fill.
Intend precipitation depth 13m.Laid 2 mouthfuls of two-tube drainage wells of ultravacuum in this foundation ditch, time of pumping is 9 days, and precipitation depth reaches 13.2 m, maximum water burst rate 0.167 m
3/ h is more than 5 times of conventional precipitation test.When excavation of foundation pit, in foundation ditch, the soil solidifying effect is better.Foundation pit construction is stable, safety.
Claims (7)
1. two-tube drainage well of hypotonicity silt clay layer ultravacuum, it is characterized in that casing programme adopts steel pipe, divide outer tube and inner tube, described outer tube is comprised of dead pipe and filter pipe, on described outer tube, the hypomere tube wall is air-locked dead pipe, the stage casing tube wall is the filter pipe that has treatment hole, be provided with filtration beds around the filter pipe tube wall, be hermetically-sealed construction at the bottom of described outer tube pipe top and outer tube pipe, described inner pipe wall adopts air-locked hermetically-sealed construction, be Open architecture at the bottom of inner tube pipe top and inner tube pipe, during precipitation at the bottom of the inner tube pipe by water-stop, space between described inner tube and outer tube is vacuum chamber, the vacuum chamber top connects vacuum pump by pipeline, vacuum pump connects exocoel gas outlet and exocoel delivery port by pipeline, space in described inner tube is inner chamber, be provided with submersible pump in inner chamber, the submersible pump connecting pipe is the inner chamber delivery port.
2. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, is characterized in that described outer tube diameter is that 273mm, pipe thickness are 4mm, and diameter of inner pipe is that 150～200mm, pipe thickness are 3mm.
3. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, is characterized in that the dead length of tube of described outer tube epimere is not less than 4.0m, the dead length of tube of outer tube hypomere is 0.5m～1.0m.
4. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, is characterized in that described filtration beds is 40～60 purpose gauzes.
5. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, the sealing employing flange and the gasket structure that it is characterized in that described outer tube top, flange comprises upper flange and lower flange, upper flange is connected with inner tube, lower flange is connected with outer tube, offer aspirating hole and vacuum meter hole above flange, adopt rubber ring seal between upper lower flange.
6. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, thus it is characterized in that being arranged at the bottom of described inner tube pipe is not less than in 1m, pump process in inner tube water level and is not less than at the bottom of the inner tube pipe by water-stop below target precipitation water level.
7. the two-tube drainage well of a kind of hypotonicity silt clay layer ultravacuum as claimed in claim 1, is characterized in that described submersible pump water inlet is not less than 1m bottom inner tube.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320008679 CN203007963U (en) | 2013-01-08 | 2013-01-08 | Ultra-high vacuum double-pipe drained well at low-permeability silt clay course |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320008679 CN203007963U (en) | 2013-01-08 | 2013-01-08 | Ultra-high vacuum double-pipe drained well at low-permeability silt clay course |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203007963U true CN203007963U (en) | 2013-06-19 |
Family
ID=48599572
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201320008679 Withdrawn - After Issue CN203007963U (en) | 2013-01-08 | 2013-01-08 | Ultra-high vacuum double-pipe drained well at low-permeability silt clay course |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203007963U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103031850A (en) * | 2013-01-08 | 2013-04-10 | 中铁上海工程局有限公司 | Low-permeability sludge claypan ultra-vacuum dual-pipe unwatering well and construction technology |
| CN104155231A (en) * | 2014-04-02 | 2014-11-19 | 山东省鲁北地质工程勘察院 | Corrosion performance testing device and method for deep brine formation filter pipe |
| CN105442624A (en) * | 2015-12-29 | 2016-03-30 | 上海广联环境岩土工程股份有限公司 | Gas pumping-injecting interactive type foundation pit precipitation system and precipitation method thereof |
-
2013
- 2013-01-08 CN CN 201320008679 patent/CN203007963U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103031850A (en) * | 2013-01-08 | 2013-04-10 | 中铁上海工程局有限公司 | Low-permeability sludge claypan ultra-vacuum dual-pipe unwatering well and construction technology |
| CN104155231A (en) * | 2014-04-02 | 2014-11-19 | 山东省鲁北地质工程勘察院 | Corrosion performance testing device and method for deep brine formation filter pipe |
| CN104155231B (en) * | 2014-04-02 | 2017-07-14 | 山东省鲁北地质工程勘察院 | A kind of Deep Formation Brine stratum filter pipe corrosive nature test device and method of testing |
| CN105442624A (en) * | 2015-12-29 | 2016-03-30 | 上海广联环境岩土工程股份有限公司 | Gas pumping-injecting interactive type foundation pit precipitation system and precipitation method thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103031850B (en) | Low-permeability sludge claypan ultra-vacuum dual-pipe unwatering well and construction technology | |
| CN109736338A (en) | A kind of hydraulic engineering foundation pit pipe well combination light well point Yield rainfall relation method | |
| CN107587516A (en) | A kind of efficient sealing of Follow-up type hinders sand precipitation hybrid system and its construction method | |
| CN102383412A (en) | Construction method by adopting dewatering and water recharging to control sedimentation surrounding deep foundation pit | |
| CN110984200B (en) | Method for draining water of foundation pit of binary geological structure layer | |
| CN110374125A (en) | Metro Deep Excavation side wall interlayer method for treating water | |
| CN203007963U (en) | Ultra-high vacuum double-pipe drained well at low-permeability silt clay course | |
| CN109723071B (en) | Construction method of double-layer steel drum drainage system built in basement floor post-cast strip | |
| CN108867673A (en) | A kind of underwater prevention method in the foundation pit based on the curtain that draws water | |
| CN206438526U (en) | Deep basal pit tube well dewatering equipment | |
| CN203463029U (en) | Well pipe structure | |
| CN104711968A (en) | Negative-pressure three-dimensional flow-guiding disturbance impact solidification dredger filling method | |
| CN106442893A (en) | Sand-gravel layer grouting simulation device and method for testing by using sand-gravel layer grouting simulation device | |
| CN106958240B (en) | Air cushion type layered vacuum pipe well and soft foundation drainage method using same | |
| CN105155591B (en) | Underground aquatic organism expands layering water-stopping method | |
| CN109750684A (en) | A kind of multi-purpose precipitation well construction and preparation method thereof | |
| CN207003415U (en) | Air-cushion type batch vacuum pipe well | |
| CN105134123B (en) | Engineering swelling agent is layered water-stopping method | |
| CN213204183U (en) | Inside and outside artesian well structure of foundation ditch | |
| CN114293596A (en) | Vertical seepage-proofing process for large garbage mountain | |
| CN210140838U (en) | Multi-purpose precipitation well structure | |
| CN106894429B (en) | Base pit engineering soft soil foundation is layered dewatering construction structure and construction method | |
| CN113217097B (en) | Deep open type comprehensive dewatering method and water pumping device for subsurface tunnel in water-rich composite stratum | |
| CN219219076U (en) | Light well point dewatering well structure integrating pumping pipe well and well sealing section | |
| CN205917682U (en) | Soft soil foundation integral type well dotted arranges vacuum system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20130619 Effective date of abandoning: 20150107 |
|
| RGAV | Abandon patent right to avoid regrant |