CN1958967A - Quick dewatering method of positive and negative pressure for drainage piles in rigid body - Google Patents
Quick dewatering method of positive and negative pressure for drainage piles in rigid body Download PDFInfo
- Publication number
- CN1958967A CN1958967A CN 200610145889 CN200610145889A CN1958967A CN 1958967 A CN1958967 A CN 1958967A CN 200610145889 CN200610145889 CN 200610145889 CN 200610145889 A CN200610145889 A CN 200610145889A CN 1958967 A CN1958967 A CN 1958967A
- Authority
- CN
- China
- Prior art keywords
- drainage
- water
- stake
- positive
- submersible pump
- 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.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 82
- 239000002689 soil Substances 0.000 claims abstract description 29
- 238000001914 filtration Methods 0.000 claims abstract description 3
- 230000008595 infiltration Effects 0.000 claims description 7
- 238000001764 infiltration Methods 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 5
- 238000005086 pumping Methods 0.000 claims description 3
- 230000007423 decrease Effects 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 239000002349 well water Substances 0.000 claims description 2
- 235000020681 well water Nutrition 0.000 claims description 2
- 230000035515 penetration Effects 0.000 abstract 2
- 108091006146 Channels Proteins 0.000 description 14
- 238000005516 engineering process Methods 0.000 description 3
- 230000001351 cycling effect Effects 0.000 description 2
- 230000003292 diminished effect Effects 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- QSHDDOUJBYECFT-UHFFFAOYSA-N mercury Chemical compound [Hg] QSHDDOUJBYECFT-UHFFFAOYSA-N 0.000 description 2
- 229910052753 mercury Inorganic materials 0.000 description 2
- 102000010637 Aquaporins Human genes 0.000 description 1
- 108010063290 Aquaporins Proteins 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005265 energy consumption Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 230000002169 extracardiac Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
Images
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention relates to a drainage method of foundation pile, in particular, it relates to a positive and negative pressure quick drainage method of rigid body drainage pile. The invented principle is characterized by that when the positive pressure drainage efficiency is reduced, the negative pressure (namely evacuation) can be applied to the drainage channel in the pile interior, and can utilize water-filtering layer to increase hydraulic gradient of soil layer water penetration so as to accelerate water penetration and drainage.
Description
Technical field
The present invention relates to a kind of water discharge method of foundation pile, particularly a kind of quick dewatering method of positive and negative pressure for drainage piles in rigid body.
Background technology
At present, about the draining of foundation pile, common method both domestic and external is: natural drainage or positive pressuring drainage method.That is the water that oozes out in the soil layer, directly overflow outside the stake or water seepage is extracted out by water pump.
After the water in the stake is drained, wait for that again next group water oozes out from soil layer.The speed of water seepage is quite slow, needs just to reach for a long time the water level that can require for suction, could be toward extracardiac pumping, this method draining not only slowly but also not thorough, cyclic suction several times after, it is very slow that water just oozes out.Reason is after the water in the soil layer flows out, to cause soil particle to sink, soil solidifying, and the transmission coefficient of soil has diminished.Than the water in the soil of distant place, because of path length, water need have a strong impact on construction quality, speed, investment for a long time if discharge is just very difficult apart from pile lining.Therefore, this technology is badly in need of improving.
Summary of the invention
Technology of the present invention is to utilize quick dewatering method of positive and negative pressure for drainage piles in rigid body to solve the slow technical problem of foundation pile drainage speed.
Feature of the present invention is a kind of quick dewatering method of positive and negative pressure for drainage piles in rigid body.
The present invention mainly is made up of rigid body drainage pile, seal cover, submersible pump, ejector, and wherein seal cover has air vent, and the submersible pump outlet pipe has valve.
Basic principle of the present invention
See that (Fig. 1) in the good rigid body drainage pile vertical drain that sinks, oozes out water level and stablize, and inserts submersible pump and draws water.The in-channel water position is consistent with groundwater table, and be an atmospheric pressure p this moment in the passage
o, below the water level, be water pressure p
wThe starting submersible pump draws water, and the very fast decline of water level reaches stable.After a while, infiltration is flowed out, and water level is gone up again.Repeat to draw water, very slow up to the water that oozes out, the water yield is very little again, and water level is difficult to go up and, and sees (Fig. 2).At this moment, interior still atmospheric pressure p of passage
oThen, the drainage channel mouth is added top cover labyrinth, and install ejector, see (Fig. 3).Start ejector, occur negative pressure in the passage, up to-the 740mm mercury column.Because the drainage channel internal pressure sharply reduces, water level reduces again, makes the pressure of the interior anhydrous subregion of drainage channel be-the p state.And the pressure in the pile soil horizon does not become, and this just oozes out for the water in the soil layer.Increased pressure p.So current have been accelerated, flow has also strengthened, the water pressure p in the drainage channel
wJust changed from small to big.Water is very fast full, and part water is extracted out by ejector and gone, and sees (Fig. 4).Because water has been expired in the drainage channel, water pressure has been recovered p again
w, native internal water pressure gradient has diminished again, begins to influence oozing out of the interior water of soil again.In order to accelerate to discharge the water p in the drainage channel
wSo, stop ejector, open air vent, open the valve of submersible pump, and start the submersible pump draining.Very fast, water drops to again at the bottom of the drainage channel, sees (Fig. 2).So, again air vent is closed, valve closing, the starting ejector applies negative pressure, causes the barometric gradient of water to increase, and strengthens the infiltration flow, and the water of drainage channel is very fast full again, sees (Fig. 4).Open the valve of submersible pump again, open air vent, start submersible pump and draw water, water level is very fast in the drainage channel has descended, and sees (Fig. 2).With this cycling, the pore water of soil layer is very fast to be taken away, and it is fixed to have realized that soil layer quickens.
Water discharge method of the present invention
1, when the rigid body drainage pile sink to underground after, underground water enters the drainage channel of stake just by the filtration beds of stake, and tends towards stability;
2, the drainage channel of submersible pump being put into stake draws water, when water seepage does not satisfy submersible pump and draws water condition, and stop pumping;
3, the drainage channel mouth is added seal cover, stretch out the submersible pump outlet pipe, close the outlet pipe valve, close the seal cover air vent, keep the drainage channel sealing state;
4, install ejector, and starting, to vacuumizing in the drainage channel, after well water rises, from ejector, discharge;
5, open seal cover, reset submersible pump and draw water.When drawing water, need not in-channel water and be full of, stable level just can draw water, and is principle soon with draining;
6, after water exhausts, close submersible pump outlet pipe valve, close air vent, start ejector and do again and vacuumize, accelerate the soil layer infiltration.When water level reaches when height of rationally drawing water, close ejector, reset submersible pump again;
7, above-mentioned steps recycles, fixed until stake week soil,, during engineering demands till.
Superiority of the present invention
1, owing to the water of having discharged stake Zhou Tuzhong is gentle, impels base soil rapidly solidified, improved native friction factor, so fundamentally improved the bearing capacity of friction pile;
2, use positive drainage by suction method, it is fast that the water in the basic soil, gas are discharged, thoroughly;
3, the fixed no Back Up in back of base soil;
4, save material, save the duration, save energy consumption, reduce investment outlay, free from environmental pollution;
5, the positive and negative pressure drainage principle is clear in the stake, and equipment is simple, and is easy to operate, and effect is obvious;
6, positive and negative pressure drainage system can forever keep in stake, can regularly irregularly continue draining, reduces the water content of stake Zhou Tuzhong.Therefore, Zhuan later stage bearing capacity is increasing year by year.
Description of drawings
(1) is each soil layer; (2) be ground; (3) be groundwater table; (4) be water level in the stake; (5) be the drainage layer; (6) be pile lining; (7) be the limbers; (8) be submersible pump; (9) be the submersible pump gutter; (10) be valve; (11) be seal cover; (12) be air vent; (13) be ejector; (14) be flow route; (15) be an internal drainage passage; p
oBe atmospheric pressure, p
wBe water pressure ,-p is a vacuum.
The specific embodiment
After the rigid body drainage pile sank in the soil, the water in each soil layer (1) just saw through drainage layer (5) along flow route (14), entered an internal drainage passage (15) and constantly rising through limbers (7), and through after a while, water level (4) is stable in the stake.At this moment, start submersible pump (8) draining, see (Fig. 1).
Submersible pump (8) started after a period of time, and water level (4) drops to drainage channel (15) bottom in the stake, sees (Fig. 2).At this moment, water infiltrates stake internal drainage passage (15) still in a manner described in each soil layer (1), starts submersible pump (8) draining again, in this way, and cycling.
Through after a burst of positive pressuring drainage, the water in each soil layer (1) just oozes out very slow, for quickening the top of infiltration at stake internal drainage passage (15), add a seal cover (11), and have air vent (12), ejector (13) and submersible pump gutter (9) are installed are seen (Fig. 3).
Starting ejector (13) vacuumizes stake internal drainage passage (15), and very fast vacuum reaches-the 740mm mercury column, near a negative atmospheric pressure.Increased seepage pressure this moment, the water source continually from each soil layer (1) fast through drainage layer (5) limbers (7), enter an internal drainage passage (15).Water level (4) beginning fast rise in the stake, and slow down gradually, be full of stake internal drainage passage (15) at last, by ejector (13) water is extracted out, see (Fig. 4).
At this moment, infiltration, draining all is in not good state, stops ejector (13) immediately, opens air vent (12), opens submersible pump valve (10), the draining of starting submersible pump (8).In this way, recycle, ooze out very for a short time until current, it is very long to wait to find time, and stops when confirming stake Zhou Tuyi engineering demands.
Claims (4)
1, quick dewatering method of positive and negative pressure for drainage piles in rigid body, it is positive pressuring drainage in stake, pore water in the soil layer oozes out when very slow, and stake internal drainage passage is implemented sealing, applies negative pressure, increase seepage pressure, the artificial soil layer of forcing seeps water fast, is reasonably opening into air vent opportunity, the method for the quick draining of starting malleation, and recycle, end when reaching designing requirement.
2, quick dewatering method of positive and negative pressure for drainage piles in rigid body according to claim 1, it is characterized in that: basic principle of the present invention is to carry out positive pressuring drainage after a period of time when rigid body drainage pile stake internal drainage passage, wait for when the infiltration time is oversize, stop positive pressuring drainage.Stake internal drainage passage from the stake top seal method that applies negative pressure (promptly vacuumizing), is increased the barometric gradient that seeps water in the soil layer, strengthen seepage velocity, stake internal drainage passage water level fast rise when helping positive pressuring drainage, is opened air vent, carry out positive pressuring drainage, the very fast decline of water level in the stake.When drawdown when submersible pump can't draw water, stop positive pressuring drainage, repeat above-mentioned steps again and carry out drainage by suction, move in circles, till engineering demands.
3, quick dewatering method of positive and negative pressure for drainage piles in rigid body according to claim 1, it is characterized in that: applying positive pressuring drainage equipment is submersible pump, applying drainage by suction equipment is ejector, the sealing equipment is a seal cover, and band air vent, the sealing position is a top or sidepiece, submersible pump drainage pipe band valve.
4, quick dewatering method of positive and negative pressure for drainage piles in rigid body according to claim 1 is characterized in that: water discharge method of the present invention
(1) when the rigid body drainage pile sink to underground after, the underground water just filtration beds by stake enters the drainage channel of stake, and tends towards stability;
(2) drainage channel of submersible pump being put into stake draws water, when water seepage does not satisfy submersible pump and draws water condition, and stop pumping;
(3) the drainage channel road junction is added seal cover, stretch out the submersible pump outlet pipe, close the outlet pipe valve, close the seal cover air vent, keep the drainage channel sealing state;
(4) install ejector, and starting, to vacuumizing in the drainage channel, after well water rises, from ejector, discharge;
(5) open the seal cover air vent, reset submersible pump and draw water.When drawing water, need not in-channel water and be full of, stable level just can be taken out, and is principle soon with draining;
(6) after water exhausts, close submersible pump outlet pipe valve, close air vent, start ejector and do again and vacuumize, accelerate the soil layer infiltration.When current reach when height of rationally drawing water, close ejector, reset submersible pump again;
(7) above-mentioned steps recycles, and fixed until stake week soil ends during engineering demands.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006101458898A CN100570072C (en) | 2006-11-22 | 2006-11-22 | Quick dewatering method of positive and negative pressure for drainage piles in rigid body |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006101458898A CN100570072C (en) | 2006-11-22 | 2006-11-22 | Quick dewatering method of positive and negative pressure for drainage piles in rigid body |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1958967A true CN1958967A (en) | 2007-05-09 |
| CN100570072C CN100570072C (en) | 2009-12-16 |
Family
ID=38070809
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2006101458898A Expired - Fee Related CN100570072C (en) | 2006-11-22 | 2006-11-22 | Quick dewatering method of positive and negative pressure for drainage piles in rigid body |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN100570072C (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102061695A (en) * | 2010-12-09 | 2011-05-18 | 广东省航盛建设集团有限公司 | Treatment method of drainage pipe pile composite foundation |
| CN104018842A (en) * | 2014-05-04 | 2014-09-03 | 广东水电二局股份有限公司 | Receiving structure and receiving method used when shield tunneling machine reaches tunneling end point |
| CN104711968A (en) * | 2015-03-23 | 2015-06-17 | 程义吉 | Negative-pressure three-dimensional flow-guiding disturbance impact solidification dredger filling method |
| CN105317050A (en) * | 2014-07-30 | 2016-02-10 | 天津鸿海科技开发有限责任公司 | Reinforcing pile |
| CN106120701A (en) * | 2016-08-23 | 2016-11-16 | 河海大学 | Prepressing structure and method for Perioperative cardiac events blowing-filling sludge epeirogenetic |
| CN111676994A (en) * | 2020-06-19 | 2020-09-18 | 深圳市亨泰建筑工程有限公司 | Novel building pile foundation structure |
| CN113846626A (en) * | 2021-10-09 | 2021-12-28 | 福建省大地管桩有限公司 | Stable tip ground-grasping type concrete pipe pile |
| CN113914314A (en) * | 2020-07-07 | 2022-01-11 | 宁波大学 | Construction method of static drilling root-planting drainage pile |
-
2006
- 2006-11-22 CN CNB2006101458898A patent/CN100570072C/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102061695A (en) * | 2010-12-09 | 2011-05-18 | 广东省航盛建设集团有限公司 | Treatment method of drainage pipe pile composite foundation |
| CN104018842A (en) * | 2014-05-04 | 2014-09-03 | 广东水电二局股份有限公司 | Receiving structure and receiving method used when shield tunneling machine reaches tunneling end point |
| CN104018842B (en) * | 2014-05-04 | 2016-11-02 | 广东水电二局股份有限公司 | A kind of shield machine arrives reception structure and the method for reseptance thereof of driving terminal |
| CN105317050A (en) * | 2014-07-30 | 2016-02-10 | 天津鸿海科技开发有限责任公司 | Reinforcing pile |
| CN104711968A (en) * | 2015-03-23 | 2015-06-17 | 程义吉 | Negative-pressure three-dimensional flow-guiding disturbance impact solidification dredger filling method |
| CN106120701A (en) * | 2016-08-23 | 2016-11-16 | 河海大学 | Prepressing structure and method for Perioperative cardiac events blowing-filling sludge epeirogenetic |
| CN106120701B (en) * | 2016-08-23 | 2018-10-09 | 河海大学 | Prepressing structure and method for Perioperative cardiac events blowing-filling sludge epeirogenetic |
| CN111676994A (en) * | 2020-06-19 | 2020-09-18 | 深圳市亨泰建筑工程有限公司 | Novel building pile foundation structure |
| CN113914314A (en) * | 2020-07-07 | 2022-01-11 | 宁波大学 | Construction method of static drilling root-planting drainage pile |
| CN113846626A (en) * | 2021-10-09 | 2021-12-28 | 福建省大地管桩有限公司 | Stable tip ground-grasping type concrete pipe pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN100570072C (en) | 2009-12-16 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1958967A (en) | Quick dewatering method of positive and negative pressure for drainage piles in rigid body | |
| CN101851914B (en) | Method for regulating and controlling ventilating transformation and quickly reinforcing dredger fill in vacuum | |
| CN105649002A (en) | Rapid treatment system and rapid treatment method for soft soil foundation | |
| CN101787702A (en) | Effective vacuum dewatering method | |
| CN110397055B (en) | Self-elevating water retaining wall embedded in box-type cofferdam | |
| CN205012315U (en) | Extrusion vacuum soft soil foundation treatment device | |
| CN102733371A (en) | Closed direct-sucking sectional vacuum preloading foundation treatment method | |
| CN105442624A (en) | Gas pumping-injecting interactive type foundation pit precipitation system and precipitation method thereof | |
| CN109763479A (en) | A kind of supercharged vacuum flexibility pipe well Yield rainfall relation system and its construction method | |
| CN101230568B (en) | U-shaped soft vacuum dredged silt rapid drainage method | |
| JP5659566B2 (en) | Pumping equipment, soft ground improvement method, ground excavation method, contaminated soil purification method, and condensate method | |
| CN202007402U (en) | Integrated light well plastic draining and precipitating well point pipe | |
| CN112281883B (en) | Precipitation system and operation method thereof | |
| CN107794931B (en) | Foundation pit supporting construction | |
| CN218116404U (en) | Vacuum preloading drainage system | |
| CN201473943U (en) | Soft foundation treatment device | |
| CN112878308B (en) | High-load ultralow-position precipitation vacuum preloading method | |
| CN112252347B (en) | Deep well dewatering device and operation method thereof | |
| CN109972665B (en) | Horizontal permeation-preventing structure with low permeation coefficient | |
| CN205348204U (en) | Light well point precipitation system | |
| CN214423393U (en) | Precipitation system | |
| CN1837499A (en) | Technique for quickly reinforcing soft soil foundation | |
| CN111962540A (en) | Automatic drainage box | |
| CN112281884A (en) | Well point dewatering device and operation method thereof | |
| CN204343282U (en) | Soft foundation is separated slip casting preloading quick separating dewatering device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C57 | Notification of unclear or unknown address | ||
| DD01 | Delivery of document by public notice |
Addressee: Ma Hongchun |
|
| C56 | Change in the name or address of the patentee | ||
| CP02 | Change in the address of a patent holder |
Address after: Xiaoyuan street 300457 Tianjin City Development Zone, No. 3 room 306 Patentee after: Honghai Tech Development Co., Ltd., Tianjin Address before: 300452, Tanggu, Tianjin East sell oil village 65-404 Patentee before: Honghai Tech Development Co., Ltd., Tianjin |
|
| DD01 | Delivery of document by public notice |
Addressee: Honghai Tech Development Co., Ltd., Tianjin Document name: Notification to Pay the Fees |
|
| DD01 | Delivery of document by public notice | ||
| DD01 | Delivery of document by public notice |
Addressee: Honghai Tech Development Co., Ltd., Tianjin Document name: Notification to Pay the Fees |
|
| DD01 | Delivery of document by public notice | ||
| DD01 | Delivery of document by public notice |
Addressee: Honghai Tech Development Co., Ltd., Tianjin Document name: Notification to Go Through Formalities Rectification of Restoration of Right |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20091216 Termination date: 20171122 |
|
| DD01 | Delivery of document by public notice | ||
| DD01 | Delivery of document by public notice |
Addressee: Honghai Tech Development Co., Ltd., Tianjin Document name: Notification of Decision on Request for Restoration of Right |