CN103306268A - Anti-blocking controllable negative pressure quick solidifying system for flow state dredging silt - Google Patents
Anti-blocking controllable negative pressure quick solidifying system for flow state dredging silt Download PDFInfo
- Publication number
- CN103306268A CN103306268A CN2013101961976A CN201310196197A CN103306268A CN 103306268 A CN103306268 A CN 103306268A CN 2013101961976 A CN2013101961976 A CN 2013101961976A CN 201310196197 A CN201310196197 A CN 201310196197A CN 103306268 A CN103306268 A CN 103306268A
- Authority
- CN
- China
- Prior art keywords
- negative pressure
- dredging silt
- band drain
- drain
- blocking
- 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
Images
Abstract
The invention relates to an anti-blocking controllable negative pressure quick solidifying system for flow state dredging silt, which belongs to the technical field of water conservancy and navigation projects. The system comprises upper geotextile, lower geotextile, and a sealing film all paved on the dredging silt, wherein a plurality of rows of drain board groups are inserted in the lower geotextile at intervals; each drain board group is composed of drain boards which are communicated through branch pipes and arranged at intervals; two end of each drain board set are communicated by two main pipes respectively, one main pipe is connected with a vacuum jet pump, and the other main pipe is connected with a negative pressure adjusting and controlling device; the ration of the effective hole diameter of each drain board filter membrane to the hole diameter which 85% soil grain of the dredging silt can pass is 3-4; and the negative pressure adjusting and controlling device is composed of a vacuum negative pressure control valve and an air flow control terminal which are connected by pipelines. Due to the adoption of the technical scheme, the specification and the structure of filter membranes are reasonably determined, and the negative pressure during working is stabilized with the aid of the negative pressure adjusting and controlling device, the system has obvious anti-blocking effect, and therefore, a flow state dredging silt foundation is guaranteed to drain water and reinforce quickly.
Description
Technical field
The present invention relates to a kind of system of dredging silt, the rapidly solidified system of the anti-blocking controllable negative pressure of especially a kind of fluidised form dredging silt belongs to water conservancy, waterway engineering technical field.
Background technology
The construction project in the desilting of lake, river and harbour, navigation channel will produce a large amount of dredging silts inevitably; In addition, the engineerings such as the land reclamation of coastal area, shore reclamation need a large amount of dredging silt of hydraulic reclamation equally.Understand according to the applicant, what the waterpower modes such as at present strand commonly used suction were dredged out is the fluidised form dredging silt of high-moisture percentage, high glutinous grain content, and drainage performance is relatively poor.Practice shows, under natural air drying, consolidation condition, the dredging silt ground generally needed nearly 3～5 years even the longer time could be recovered use.Therefore, how to the dredging silt of high-moisture percentage, high glutinous grain content carry out quick consolidation process be Practical Project in the urgent need to.
Because the fluidised form dredging silt is almost without intensity, the load of traditional piling prepressing treatment system is difficult to apply, the mode that mainly adopts negative pressure of vacuum to load for fluidised form dredging silt ground is at present processed, this method at first sets plastic draining board in the dredging silt ground when implementing, re-laying drainage pipeline networks is connected with band drain, then lay diaphragm seal, adopt at last vacuum negative pressure device under film, to form the negative pressure of 80～100kPa, utilize the moisture in the negative pressure load discharge dredging silt, and then reach the effect of consolidated subsoil.Yet engineering practice shows; conventional technique of soft soil foundation treatment only can be processed preferably dredging silt of drainage; often can run into the silting problem for processing high-moisture percentage, high glutinous grain content, the relatively poor fluidised form dredging silt of drainage; as the band drain silting easily occurs in the blowing-filling sludge vacuum preloading processing procedure; be embodied in and form one by one around the band drain that diameter is the earth pillar of 10～20cm; intensity is higher and earth pillar is almost the sposh shape outward in the earth pillar, causes band drain surrounding soil intensity very inhomogeneous.
Retrieval is found, in order to improve the negative pressure of vacuum consolidation effect of the poor fluidised form dredging silt of drainage performance, number of patent application is 200910053854.5, the Chinese patent that name is called " integrated vacuum prepressing fast treatment system of hydraulic fill of flowing mud foundation " discloses " hydraulic reclamation is processed once finishing to carry out ground; need not to lay the sand cushion as horizontal drainage passage and construction cushion coat; the disjunctor plastic draining board that adopts horizontal draining board and vertical drainage plate to hold together ", this patent with single band drain by repeatedly being bent into three-dimensional form, increase the spatial arrangement density of band drain in dredging silt, improved to a certain extent the consolidation effect of fluidised form mud.But above-mentioned patent is not for the basic difficult problem of application of vacuum fluidised form dredging silt weak effect---how to overcome the silting of drainage channel, therefore still have the problems referred to above in the practice.
Summary of the invention
The object of the invention is to: for deficiency and the defective of above-mentioned prior art existence, a kind of rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt that can effectively avoid the drainage channel silting is provided, thereby realizes the Quick drainage of fluidised form dredging silt ground is reinforced.
The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt of the present invention comprises the upper and lower layer geotextiles that is laid on the dredging silt and the diaphragm seal that covers geotextiles surface, upper strata, pass described lower floor geotextiles interval and assigned many row's band drain groups, every row's band drain group is comprised of by the band drain a plurality of spaced apart that the arm between upper and lower layer geotextiles is communicated with the upper end, the two ends of each band drain group are communicated with by two supervisors respectively, a supervisor is connected with vacuum jet pump, and another supervisor connects negative pressure adjusted and controlled device; Described band drain is by the plate core with recess supports structure and be coated on the outer filter membrane of plate core and consist of, and described filter membrane is the plane structure that monofilament is made into, and the effective aperture can be 3-4 by the ratio in aperture with dredging silt 85% soil particle; Described negative pressure adjusted and controlled device is made of the negative pressure of vacuum control valve and the airflow rate control terminal that connect by pipeline.
Studies show that, the cause that vacuum method is processed fluidised form dredging silt generation silting except drainage pipeline networks arranges unreasonable, mainly contain 2 points, the one, the fine grained that suspends in the mud easily resides under the drive of water in the filter membrane on band drain surface, can cause band drain filter membrane generation silting when the dwell point large tracts of land occurs; The 2nd, Quick drainage can occur near the fluidised form mud the band drain under traditional vacuum negative pressure load, and forms the extremely low mud rete of one deck transmission coefficient and be wrapped in tightly the band drain surface, and then the silting of band drain surface mud rete occurs.Theory analysis and practice reflect, the basic reason that the former produces is that the transmitance that the filter membrane effective aperture determines does not have definite method of science all the time, and is the space network of easy silting; The basic reason that the latter produces is that the negative pressure load of existing drainage pipeline networks is in the state that can't take the circumstances into consideration Reasonable Regulation And Control, therefore can not regulate and control near the dredging silt state of band drain.
After adopting the present invention, not only consist of the band drain distribution and be easy to guarantee the uniform drainage pipeline networks of system's negative pressure, and because its band drain filter membrane structure and specification can effectively be avoided the suspension fine grained resides at band drain surface filter membrane generation silting in the mud, the negative pressure adjusted and controlled device of simultaneously Help of System drainage pipeline networks setting, can be easily by regulating the aperture of negative pressure of vacuum control valve, under the airflow rate control terminal with specified gas-flow resistance cooperates, the regulation and control of realization system negative pressure load, and with the filter membrane acting in conjunction that keeps clear, system is in allows dredging silt form the state of relatively stable pore structure.The result shows, compared with prior art, can effectively avoid the drainage channel silting, realizes the Quick drainage of fluidised form dredging silt ground is reinforced.
Great many of experiments shows in addition, the soil particle specific area of cohesive soil is very little, between the particle under physics chemical action power cementation can occur, therefore the soil body is not to exist with individual particle in the mud, but exist with the granule of mutual bonding, according to the above ratio relation design aperture is conducive to anti-blocking most greater than the filtrate of single radii of soil particles.And system's original negative compressive load of above-mentioned negative pressure adjusted and controlled device regulation and control is in the maximum curvature point of the relation curve of draining impedance and negative pressure load, can make dredging silt form as early as possible metastable pore structure, thereby the draining after guaranteeing is smooth and easy.On technique effect, the present invention compares traditional technique of soft soil foundation treatment can improve 40%～60% bearing capacity of foundation soil; Simultaneously, can not produce the uneven settlement of foundation that the earth pillar effect of band drain is brought in the soft foundation that the present invention processes, the situation that therefore the discharge pipe line fracture can not occur or block; Secondly, the timely fast processing of dredging silt ground after the present invention can finish hydraulic reclamation, the time advance of not only ground being processed, and the duration of processing also shorter (being generally 3 months) therefore can significantly shorten the dredging silt ground and recover cycle of utilizing; In addition, the present invention can significantly save the power consumption of vacuum jet pump owing to having adopted anti-blocking controlled negative pressure load mode.Therefore the present invention has anti-blocking, efficient, energy-conservation remarkable advantage.
Description of drawings
The present invention is further illustrated below in conjunction with accompanying drawing.
Fig. 1 is one embodiment of the invention drainage pipeline networks generalized section.
Fig. 2 is the anti-blocking water plate cross-sectional structure schematic diagram among Fig. 1 embodiment.
Fig. 3 is the anti-blocking water plated construction schematic diagram among Fig. 1 embodiment.
Fig. 4 is that the negative pressure adjusted and controlled device among Fig. 1 embodiment consists of schematic diagram.
Fig. 5 is branch drain and band drain syndeton schematic diagram among Fig. 1 embodiment.
Fig. 6 is that the drainage pipeline networks of Fig. 1 embodiment connects floor map.
Among the figure: 1 is the band drain group; 1-1 is the plastic plate core; 1-2 is film; 2 is negative pressure adjusted and controlled device; 2-1 is the negative pressure of vacuum control valve; 2-2 is the airflow rate control terminal; 3 is geotextiles; 4 variable cross-section threeways; 5 is soft reinforcement branch drain; 6 are supervisor; 7 is vacuum jet pump; 8 is diaphragm seal.
The specific embodiment
Embodiment one
The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt of the present embodiment implements test area 8000m in the training of river channel silt stockyard of certain new hydraulic reclamation
2(80m * 100m), basic comprising are referring to Fig. 1: comprise the upper and lower layer geotextiles 3 that is laid on the dredging silt and two layers of diaphragm seal 8 that cover geotextiles surface, upper strata, being pressed into the mud degree of depth around the diaphragm seal 8 is 1.2m.Pass lower floor's geotextiles 3 intervals and assign into to have in the dredging silt to arrange band drain groups 1 more, as shown in Figure 6: every row's band drain group 1 is comprised of by the band drain a plurality of spaced apart that the soft reinforcement branch drain 5 between upper and lower layer geotextiles is communicated with the upper end, vertical, the equal 1.0m of horizontal spacing of band drain, gutter group 1 two ends are communicated with by two supervisors 6 respectively, a supervisor is connected with vacuum jet pump 7, and another supervisor connects negative pressure adjusted and controlled device 2.Two supervisors 6 all are arranged on the outside, place.
Band drain such as Fig. 2, shown in Figure 3 are that herring-bone form has the plastic plate core 1-1 of recess supports structure and is coated on the outer filter membrane 1-2 of plate core and consists of by cross section.This support structure and the drainage blocking-proof result of plate core 1-1 are good.Filter membrane 1-2 is the plane structure that monofilament is made into, and the effective aperture can be 3-4 by the ratio in aperture with dredging silt 85% soil particle.The present embodiment is by at the scene sampling, records dredging silt minute, determines that the aperture that dredging silt 85% soil particle can pass through is dredging silt characteristic diameter d
85=25 μ m are according to filtration material silting blocking effective aperture O
95With dredging silt characteristic diameter d
85Relation: O
95/ d
85≈ 3～4, determine the effective aperture O of band drain filter membrane
95=80 μ m.Filter membrane 1-2 closely is wrapped in outside the plastic plate core 1-1 of width 10cm, thickness 0.8cm, and it is 4.3m that every band drain blocks length, leaves 0.3m length and exposes geotextiles.As shown in Figure 5, the upper end of band drain is communicated with the soft reinforcement branch drain 5 of 3cm diameter by variable cross-section threeway 4, and the adjacent drainage channel plate is connected mutually to be communicated with and consisted of band drain group 1.
Negative pressure adjusted and controlled device 2 consists of by the negative pressure of vacuum control valve 2-1 that connect to connect by pipeline with as the high accuracy mass air flow sensor of airflow rate control terminal 2-2 as shown in Figure 4.Negative pressure of vacuum control valve 2-1 and variable cross-section two are led to take over first during making and link to each other, again with can the airflow rate control terminal 2-2 that negative pressure of vacuum plays stabilization be connected, and with another can be responsible for compatible variable cross-section two and lead to adapter and link to each other.The negative pressure of vacuum control range of negative pressure adjusted and controlled device 2 is at 0～100kPa, and control accuracy is 1kPa.
When the startup vacuum jet pump carries out draining, regulate negative pressure control apparatus, with the definite draining impedance oc of following formula
RavWith maximum curvature point in the negative pressure load P relation curve as original negative compressive load control value
P is the negative pressure load that applies, kPa;
V is the volume of draining, cm
3
T is time of pumping, s;
A is the area on band drain surface, cm
2
μ is the coefficient of viscosity of water, cm
2/ s;
C is the contained dry ground quality of the water of unit volume in the dredging silt, g/cm
3
R
mBe the filtrational resistance of filter membrane, s/cm;
α
RavBe draining impedance, g/(scm
2);
R is effective drainage radius of band drain, cm.
Studies show that, when drainage system draws water under certain pressure, ratio t/V and the V of time of pumping and pump-out
0.6Between have a linear relationship section, namely this moment above-mentioned formula be one about t/V and V
0.6Linear function, can determine a that certain pressure P of drawing water is corresponding by the slope of linear relationship
RavValue by the pumping test under a plurality of pressure, just can obtain a corresponding to a plurality of pressure P
Rav, just can be by drawing P and a on the basis
RavGraph of relation, the maximum curvature position of curved line relation is best initial negative pressure value P
0
The present embodiment is determined relevant parameter by pumping test and detection are carried out in on-the-spot dredging silt sampling, draws α according to following formula again
RavCurve map with negative pressure of vacuum load P, it is the 30kPa place that the maximum curvature point of curve occurs in the negative pressure of vacuum load, determine to regulate the negative pressure of vacuum control device take this and make initial (being the first order) the negative pressure load of system as 30kPa, thereby make dredging silt form very soon metastable pore structure.Increase step by step more after a period of stabilisation negative pressure load, until reach peak load 88kPa, steady operation 41 days, accumulative total was worked 88 days, and processing finishes the groundwork bearing capacity and reaches 7 tons.
Particularly, the present embodiment is adjusted to optimum initial negative pressure with negative pressure of vacuum under the film, and the air-flow control terminal is set on air flow value corresponding to negative pressure of vacuum, guarantees that negative pressure can be stablized under the film.After initial negative pressure load applies, negative pressure of vacuum is passed to the anti-blocking water plate that is laid in the dredging silt ground by horizontal pipe network, dredging silt can form metastable pore structure gradually under initial negative pressure load, the negative pressure load of back adopts classification to apply again, until the negative pressure load is added to the maximum value that can apply under the film, thereby reach complete blocking-proof result.
Compared with prior art, the present embodiment adopts the anti-blocking water plate to substitute traditional band drain, adopt simultaneously anti-blocking controlled negative pressure load mode to substitute traditional direct high vacuum negative pressure load mode, can effectively solve existing technique of soft soil foundation treatment and process the drainage channel silting problem that the fluidised form dredging silt of high-moisture percentage, high glutinous grain content exists, be particularly useful for lake, river dredging silt and the quick consolidation process of land reclamation ground recently.
In a word, the present embodiment has been owing to rationally having determined specification and the structure of filter membrane, and the reasonable negative pressure when having stablized work by negative pressure adjusted and controlled device, therefore has significant blocking-proof result, thereby guaranteed that fluidised form dredging silt ground is able to Quick drainage and reinforces.
Claims (6)
1. rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt, comprise the upper and lower layer geotextiles that is laid on the dredging silt and the diaphragm seal that covers geotextiles surface, upper strata, pass described lower floor geotextiles interval and assigned many row's band drain groups, it is characterized in that: every row's band drain group is comprised of by the band drain a plurality of spaced apart that the arm between upper and lower layer geotextiles is communicated with the upper end, the two ends of each band drain group are communicated with by two supervisors respectively, a supervisor is connected with vacuum jet pump, and another supervisor connects negative pressure adjusted and controlled device; Described band drain is by the plate core with recess supports structure and be coated on the outer filter membrane of plate core and consist of, and described filter membrane is the plane structure that monofilament is made into, and the effective aperture can be 3-4 by the ratio in aperture with dredging silt 85% soil particle; Described negative pressure adjusted and controlled device is made of the negative pressure of vacuum control valve and the airflow rate control terminal that connect by pipeline.
2. the rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt according to claim 1, it is characterized in that: the original negative compressive load of described system is in the maximum curvature point of the relation curve of draining impedance and negative pressure load.
3. the rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt according to claim 2 is characterized in that: described draining impedance and negative pressure load relation curve are determined by following formula
P is the negative pressure load that applies, kPa;
V is the volume of draining, cm
3
T is time of pumping, s;
A is the area on band drain surface, cm
2
μ is the coefficient of viscosity of water, cm
2/ s;
C is the contained dry ground quality of the water of unit volume in the dredging silt, g/cm
3
R
mBe the filtrational resistance of filter membrane, s/cm;
α
RavBe draining impedance, g/(scm
2);
R is effective drainage radius of band drain, cm.
4. according to claim 1, the rapidly solidified system of the 2 or 3 anti-blocking controllable negative pressures of described fluidised form dredging silt, it is characterized in that: described band drain plate core cross section is herring-bone form.
5. the rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt according to claim 4 is characterized in that: the upper end of described band drain is communicated with soft reinforcement branch drain by the variable cross-section threeway.
6. the rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt according to claim 5 is characterized in that: described supervisor is arranged on the outside, place.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310196197.6A CN103306268B (en) | 2013-05-23 | 2013-05-23 | The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310196197.6A CN103306268B (en) | 2013-05-23 | 2013-05-23 | The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103306268A true CN103306268A (en) | 2013-09-18 |
| CN103306268B CN103306268B (en) | 2015-07-29 |
Family
ID=49131955
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310196197.6A Expired - Fee Related CN103306268B (en) | 2013-05-23 | 2013-05-23 | The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103306268B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452735A (en) * | 2014-11-19 | 2015-03-25 | 上海海事大学 | Vacuum enhancing method for solidified dredging mud |
| CN106436680A (en) * | 2016-05-13 | 2017-02-22 | 南京盼源工程技术有限公司 | Positive and negative-pressure rapid consolidation method of hydraulic-filled sludge based on strength control |
| CN106759241A (en) * | 2017-01-16 | 2017-05-31 | 北华航天工业学院 | A kind of vacuum method basement process discharge structure |
| CN107217661A (en) * | 2017-05-23 | 2017-09-29 | 浙江省水利水电勘测设计院 | A kind of Soft Ground Improved By Vacuum Preloading ruggedized construction of base expanding and base expanding Pressure water discharging joint inflation drainage |
| CN109408982A (en) * | 2018-11-01 | 2019-03-01 | 中国水利水电科学研究院 | A kind of big partial size material dredging method |
| CN112761135A (en) * | 2021-01-25 | 2021-05-07 | 温州大学 | Short fiber-geomembrane bag reverse filtering composite type horizontal drainage plate device for treating high-water-content dredged sludge and construction method thereof |
| CN109987805B (en) * | 2019-01-10 | 2021-07-13 | 浙江海洋大学 | Channel dredging mud solidification equipment |
| CN113640188A (en) * | 2021-06-01 | 2021-11-12 | 上海交通大学 | Testing device and method for simulating in-situ stress field of clay stratum around pile |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000314128A (en) * | 1999-04-30 | 2000-11-14 | Japan Highway Public Corp | Embankment stabilizing method by reduced pressure |
| CN101851914A (en) * | 2010-06-09 | 2010-10-06 | 天津大学 | Method for regulating and controlling ventilating transformation and quickly reinforcing dredger fill in vacuum |
| CN102704458A (en) * | 2012-06-27 | 2012-10-03 | 河海大学 | Sand-free cushion layer vacuum-surcharge preloading reinforcement device and method for soft ground |
| CN202658595U (en) * | 2012-07-06 | 2013-01-09 | 中港基业（北京）岩土技术有限公司 | Vacuum vertical drainage device |
-
2013
- 2013-05-23 CN CN201310196197.6A patent/CN103306268B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000314128A (en) * | 1999-04-30 | 2000-11-14 | Japan Highway Public Corp | Embankment stabilizing method by reduced pressure |
| CN101851914A (en) * | 2010-06-09 | 2010-10-06 | 天津大学 | Method for regulating and controlling ventilating transformation and quickly reinforcing dredger fill in vacuum |
| CN102704458A (en) * | 2012-06-27 | 2012-10-03 | 河海大学 | Sand-free cushion layer vacuum-surcharge preloading reinforcement device and method for soft ground |
| CN202658595U (en) * | 2012-07-06 | 2013-01-09 | 中港基业（北京）岩土技术有限公司 | Vacuum vertical drainage device |
Non-Patent Citations (2)
| Title |
|---|
| 吉锋 等: "高含水率疏浚淤泥透气真空防淤堵模型", 《土木建筑与环境工程》 * |
| 周源 等: "透气真空快速泥水分离技术室内模型试验研究", 《真空科学与技术学报》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104452735A (en) * | 2014-11-19 | 2015-03-25 | 上海海事大学 | Vacuum enhancing method for solidified dredging mud |
| CN106436680A (en) * | 2016-05-13 | 2017-02-22 | 南京盼源工程技术有限公司 | Positive and negative-pressure rapid consolidation method of hydraulic-filled sludge based on strength control |
| CN106759241A (en) * | 2017-01-16 | 2017-05-31 | 北华航天工业学院 | A kind of vacuum method basement process discharge structure |
| CN107217661A (en) * | 2017-05-23 | 2017-09-29 | 浙江省水利水电勘测设计院 | A kind of Soft Ground Improved By Vacuum Preloading ruggedized construction of base expanding and base expanding Pressure water discharging joint inflation drainage |
| CN109408982A (en) * | 2018-11-01 | 2019-03-01 | 中国水利水电科学研究院 | A kind of big partial size material dredging method |
| CN109987805B (en) * | 2019-01-10 | 2021-07-13 | 浙江海洋大学 | Channel dredging mud solidification equipment |
| CN112761135A (en) * | 2021-01-25 | 2021-05-07 | 温州大学 | Short fiber-geomembrane bag reverse filtering composite type horizontal drainage plate device for treating high-water-content dredged sludge and construction method thereof |
| CN113640188A (en) * | 2021-06-01 | 2021-11-12 | 上海交通大学 | Testing device and method for simulating in-situ stress field of clay stratum around pile |
| CN113640188B (en) * | 2021-06-01 | 2022-09-20 | 上海交通大学 | Testing device and method for simulating in-situ stress field of clay stratum around pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103306268B (en) | 2015-07-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103306268B (en) | The rapidly solidified system of the anti-blocking controllable negative pressure of fluidised form dredging silt | |
| CN102587352B (en) | Hot-water draining consolidation processing device and hot-water draining consolidating processing method for soft soil foundation | |
| CN103460843B (en) | Quick saline-alkali land desalting system method by means of concealed-tube irrigation and drainage | |
| CN100473271C (en) | System engineering method for modifying alkaline land by use of pipe drainage method | |
| CN103306269B (en) | The anti-blocking controllable negative pressure quick consolidation method of fluidised form dredging silt | |
| CN102220757B (en) | Immediate processing method for drainage solidifying of super soft soil shallow surface space | |
| CN104878739A (en) | Drainage material assembly capable of being transversely connected with plastic drainage boards and method for constructing drainage material assembly | |
| CN102322054B (en) | Method for processing ultra-soft soil through combining shallow-surface-layer intermittent strong water-pumping/draining with short-term air-curing | |
| CN109056694B (en) | Method for treating dredger fill through combination of shearing pressurization and vacuum preloading | |
| CN105019426A (en) | Anti-blocking rapid vacuum preloading and solidifying method for flow-state mud with straw as drainage bodies | |
| CN202706015U (en) | Drainage device used for soft ground treatment | |
| CN102776877A (en) | Stepped vacuum drainage consolidation method for ultra-soft soil foundation | |
| CN103548440B (en) | Hair row formula pipe drainage method under a kind of shallow embedding condition | |
| CN108104104A (en) | A kind of method for fluctuating supercharged vacuum pre-pressing and reinforcing soft earth foundation | |
| CN103205961B (en) | Asynchronous vacuum water-sucking preloading method for ultra-soft soil | |
| CN202595725U (en) | Water discharge structure for vacuum preloading soft soil foundation treatment | |
| CN110771291B (en) | Covering layer partitioning method for improving leaching and salt discharging efficiency | |
| CN205242378U (en) | Device is concretied in quick drainage that bed mud was dredged in high glutinous grain content river lake | |
| CN106436680B (en) | Blowing-filling sludge positive/negative-pressure quick consolidation method based on strength control | |
| CN104790377A (en) | Fast drainage consolidation device and method for river and lake dredging bottom mud with high clay content | |
| CN212506609U (en) | Sponge city oozes row structure | |
| Al-Soud | Numerical analysis of prefabricated vertical drains improved soft soil beneath an embankment during staged construction | |
| CN110663512B (en) | Water-saving surface irrigation and low-pressure underground pipe network recharging and supplementary mining coupling system for super mining area | |
| CN104196005A (en) | Efficient and anti-blocking water-bearing stratum supply device | |
| CN114482008A (en) | Device and method for electroosmosis and anti-blocking of drainage belt |
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 | ||
| 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: 20150729 |