CN104005402B - A kind of vacuum preconsolidation drainage and construction method - Google Patents
A kind of vacuum preconsolidation drainage and construction method Download PDFInfo
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- CN104005402B CN104005402B CN201410261410.1A CN201410261410A CN104005402B CN 104005402 B CN104005402 B CN 104005402B CN 201410261410 A CN201410261410 A CN 201410261410A CN 104005402 B CN104005402 B CN 104005402B
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Abstract
The present invention relates to a kind of vacuum preconsolidation drainage and construction method, the drainage channel adopted, comprise many top drainage pipes and a bottom drainage pipe, mutually be tightly connected between adjacent drainage pipe, bottom drainage pipe offers the hole for drawing water, construction method is: at the scene mud lays bed course, then upper berth film; Be tightly connected first of top drainage pipe foot of drainage channel with bottom drainage pipe, and shoe is installed, vertically inserts the height of the film place of punching to convenient next root pipeline of connection, guarantee that whole drainage channel is vertical; Be tightly connected second top drainage pipe and the first root drainage pipe; Continue intubate and other the top drainage pipe of being tightly connected until reach the designing requirement degree of depth; Connect the top drainage pipe and the filter pipe that are positioned at upper end, use vacuum pump to add negative pressure and carry out draining.The present invention can not only make high-moisture soft foundation discharge fixing well, and effectively can solve the diastrophic problem of band drain occurred level in drainage construction process.
Description
Art
The invention belongs to vacuum preconsolidation technical field of drainage, relate to a kind of vacuum preconsolidation drainage and construction method.
Background technology
Vacuum method first lays sand cushion on the soft foundation surface needed reinforcement, then vertical drainage pipeline (band drain) is buried underground, itself and atmospheric isolation is made again with air-locked closing membrane, film surrounding is buried in the earth, by the suction piping buried underground in sand cushion, bleed with vacuum plant, it is made to form vacuum, pore water now in muddy soft soil is seepage flow because of the pressure reduction produced, water can be discharged from drainage pipe, because the water content of the soil body declines, the effective stress of ground also just increases thereupon, and mucky soil knows from experience generation consolidation.
At present, conventional band drain is made up of quilted plastic panel and filter membrane overcoat.Although apply this conventional drainage plate can obtain good consolidation draining effect in the vacuum preconsolidation drainage construction process of routine, but through many experimental studies and engineering practice, it is very large that we find that high-moisture soft foundation carries out the horizontal movement of weak soil in conventional vacuum preconsolidation drainage procedure, be easy to the transverse horizontal flexural deformation causing band drain, as recorded, beautiful really grade is found by indoor model test, and the large deformation of barged-in fill makes the band drain distortion that is distorted even fracture.This distortion very easily causes band drain water-permeable passage to block, and then causes the failure of consolidation draining.Band drain, once be distorted distortion and fracture and just can not again utilize, causes the waste of material.Wang Bo etc. have carried out more comprehensive research to the plastic draining board drainage performance after Shenzhen Qian Wan foundation treatment engineering terminates, find that the bending distortion of band drain after work causes longitudinal flowing water measuring can be reduced to original 54.4%, illustrate that the water flowing performance of band drain also can reduce in vacuum.Meanwhile, in conventional vacuum preconsolidation drainage construction process, because the negative pressure value of band drain declines rapidly with the vertical drainage degree of depth, the consolidation draining effect of the orlop soil body is not very desirable.
Summary of the invention
In order to solve the problem that the band drain flexural deformation problem that occurs in conventional vacuum preconsolidation drainage construction process and negative pressure value decline rapidly with the degree of depth, the invention provides one and pulling out plate consolidation draining construction method.Construction method provided by the invention, can not only make high-moisture soft foundation discharge fixing well, and effectively can solve the diastrophic problem of band drain occurred level in drainage construction process.Technical scheme of the present invention is as follows:
A kind of vacuum preconsolidation drainage and construction method, the drainage channel adopted, comprise top drainage pipe (1) and a bottom drainage pipe (2) of more than one, mutually be tightly connected between adjacent top drainage pipe (1) and between top drainage pipe (1) and bottom drainage pipe (2), described bottom drainage pipe offers the hole for drawing water, described construction method, comprises following step:
1. at the scene mud lays bed course, then upper berth film;
2. after being tightly connected first of the foot of top drainage pipe (1) with bottom drainage pipe (2), shoe (4) is installed, shoe (4) is connected with bottom drainage pipe (2) close and firm, the vertical insertion film place of punching, to the convenient height connecting next root pipeline, guarantees that whole drainage channel is vertical;
3. be tightly connected second top drainage pipe (2) and the first root drainage pipe (2);
4. intubate and other the top drainage pipe (2) of being tightly connected is continued until reach the designing requirement degree of depth;
5. connect the top drainage pipe (2) and the filter pipe that are positioned at upper end, use vacuum pump to add negative pressure and carry out draining;
6. in the process of construction, first carry out the draining of bottom silt soil, after a period of time, consolidation completes substantially, and at this moment, vacuum pump stops vacuumizing, unload the connection of drainage channel and filter pipe, upwards tube drawing, lays down the top drainage pipe (1) being positioned at upper end extracted, and again connects drainage channel and filter pipe and carries out the discharging consolidation of a next stage upper soil layer, after a period of time, repeat above step again, thus complete the discharging consolidation work of soft foundation.
7. drainage channel is pulled out on.
Preferably, step concrete steps are 6. as follows: open pertusate base plate (15) in the placement of the film place of punching, two groups of hydraulic jack (9,10) are placed on base plate (15), and are positioned at the both sides of drainage channel.The top drainage pipe (1) being positioned at end puts out pertusate two top boards (11, 12), at two top boards (11, 12) hole place is embedded with interior rubber ring (8) respectively, the internal diameter of interior rubber ring (8) and the external diameter of top drainage pipe (1) cooperatively interact, a hydraulic jack (9) withstands a top board (11), another hydraulic jack (10) withstands another top board (12), on jack in the process of top, top board (11, 12) meeting shape is at a certain angle, now interior rubber ring (8) and top drainage pipe (1) form frictional force, utilize this frictional force to realize drainage channel on pull out, two groups of jack need coordinate top, in case drainage channel tilts.
Wherein, the front end of shoe (4) is sharp; Each drainage pipe is iron pipe, nonwoven geotechnique is had to weave cotton cloth (3) in the outer cover of bottom drainage pipe (2), wire gauze (5) is had, in case come off in work progress at the weave cotton cloth outer layer covers of (3) of nonwoven geotechnique.
The present invention improves existing vacuum preloading drainage, adopt the passage of large rigidity pipe as draining of irony, but it only transmits negative pressure, does not carry out the draining of mud.Water in mud enters whole longitudinal drainage passage by that draining pipe of foot, and drainage channel discharges soil body surface thus.During construction, first carry out the discharging consolidation of bottommost one deck mud, treat that consolidation completes, above pull out this drainage channel, carry out the discharging consolidation of upper strata mud, till all layer mud completes discharging consolidation.When carrying out drainage channel pulls out construction, the top board getting two pieces of embedded rubber rings entangles drainage pipe, these two pieces of top boards of upper top are coordinated by hydraulic jack, utilize two groups by the frictional force emptied between the rubber ring of iron plate and top drainage pipe to realize top drainage pipe on pull out process, there is equipment simple, easy and that efficiency is high feature of constructing.Adopt drainage channel of the present invention and construction method, when discharging consolidation, can ensure that larger horizontal curvature distortion does not occur drainage channel, discharging consolidation can be carried out smoothly, effectively; Meanwhile, the hard material as drainage channel ensure that the larger negative pressure needed for lower floor's soil body draining, can accelerate drainage rates, ensures programming, has simple feature.The longitudinal drainage passage of irony can recycle, and avoids unnecessary waste.
Accompanying drawing explanation
Fig. 1 is the overall structure figure of longitudinal drainage passage of the present invention.
Fig. 2 is the three-dimensional partial schematic diagram of upper longitudinal to drainage channel single pipe.
Fig. 3 adopts schematic diagram hydraulic jack being pulled out drainage channel.
Number in the figure illustrates: 1 single drainage pipe; 2 draining pipes; 3 nonwoven geotechniques weave cotton cloth; 4 shoes; 5 outsourcing wire gauze; 6 screwed connections place add rubber pad; 7 screw threads; 8 rubber rings; 9 hydraulic jack; 10 hydraulic jack; 11 first iron plates (base plate); 12 second iron plates (top board); 13 sand cushions; 14 mud; 15 the 3rd iron plates (top board).
Detailed description of the invention
Below in conjunction with drawings and Examples, the present invention will be described.
The present invention improves existing vacuum preloading water discharge technology, adopt the passage of large rigidity pipe as draining of irony, but it only transmits negative pressure, does not carry out the draining of mud.Water in mud enters whole longitudinal drainage passage by that draining pipe of foot, and drainage channel discharges soil body surface thus.During construction, first carry out the discharging consolidation (every layer of mud is 2 meters) of bottommost one deck mud, treat that consolidation completes, above pull out this drainage channel, carry out the discharging consolidation of upper strata mud, till all layer mud completes discharging consolidation.
See Fig. 1, Fig. 2.The vacuum preconsolidation longitudinal drainage passage that the present invention adopts, be made up of many top drainage pipes 1 and a bottom drainage pipe 2, drainage pipe 1 internal diameter is 8.5cm, and external diameter is 9cm, and thickness is 2.5mm.Drainage pipe 1 does not have hole, can not draw water in mucky soil, can only negative pressure be transmitted.Every two drainage pipe 1 screw threads 7 connect, and screw thread 7 place all needs to add rubber ring.Foot is bottom drainage pipe 2, and its internal diameter is 8cm, and external diameter is 8.5cm; The bottom drainage pipe 2 of foot and the drainage pipe 1 on top also adopt screw thread 7 to be connected.The Making programme of bottom drainage pipe 2 is: the irony pipe of to get thickness be 2.5mm internal diameter to be 8cm external diameter be 8.5cm, it punches, and hole diameter is 3mm.Overcoat nonwoven geotechnique weaves cotton cloth 3, geotechnique weave cotton cloth 3 skin wire gauze 5 wrap up tight, in case come off in work progress.Get single drainage pipe 1 and intercept top 20cm, 10cm in the drainage pipe this pipe being inserted into 20cm, weld, now defining top has screw thread bottom can carry out the special pipe drawn water.
Every root drainage pipe 1 length is 2m, connection between every two drainage pipes 1 is screwed connection 7, every root top is male thread, bottom is interior screw thread, and ensure that any two drainage pipes can connect, in junction, every root drainage pipe 1 top need add a rubbery loop 6, and the effect of this rubbery loop 6 is the reliabilities ensureing to connect, and ensures that junction is air tight, pulls out screwed connection in process do not occur relaxing upper.See Fig. 3, construction method is as follows:
(1) at the scene mud lays bed course, workman is facilitated to construct, upper berth film again, while film carries out punching according to the pitch requirements of drainage channel, make the drainage channel that the technical program will be used outside the venue, this drainage channel is made up of the waterproof large rigidity drainage pipe 1 in top and irony bottom drainage pipe 2.
(2) the waterproof large rigidity drainage pipe 1 in top plays the effect of transmitting negative pressure and opposing horizontal shear, and it is segmentation, and every section is 2 meters, and each section connects for screwed connection.
(3) waterproof for top first paragraph large rigidity drainage pipe 1 and irony bottom, bottom drainage pipe 2 are connected rear installation shoe 4, shoe is connected with bottom drainage pipe 2 close and firm, the vertical insertion film place of punching is to the convenient height connecting next root pipeline, guarantee that drainage channel is vertical, then connect drainage pipe 1.Shoe has two effects: 1, and it is sharp, and when lower insert row aquaporin, ratio is easier to insert in mud; 2 it are airtight to be firmly connected with bottom drainage pipe 2, vacuumize and on pull out in process and ensure that mud can not from the bottom surface suction drain passage of pipe
(4) every root pipeline 1 junction will add a rubber pad 6, can prevent the gas leakage of pipeline junction like this.
(5) intubate is continued again, until reach the designing requirement degree of depth.
(6) connecting pipe and filter pipe after, use vacuum pump to add negative pressure and carry out draining.
Take such scheme both can ensure to keep in band drain larger negative pressure (because top waterproof drainage pipe 11 rigidity is larger, negative pressure value in pipeline does not decay with the degree of depth as conventional drainage plate in the process of draining, so this addresses the problem the problem that negative pressure that conventional vacuum prepressing water discharge method occurs in work progress declines rapidly with the increase of draining depth), can ensure that again the horizontal movement that mud produces in drainage procedure can not make drainage channel produce larger horizontal curvature distortion.
In the process of construction, first carry out the draining of the 2 meters of silt soils in bottom, after the regular hour, consolidation completes substantially.At this moment, vacuum pump stops vacuumizing, unload the connection of longitudinal drainage pipeline and filter pipe, upwards tube drawing 2 meters, unclamp screw thread and lay down that root drainage pipe 1 extracted, again connect drainage pipe and filter pipe and carry out the discharging consolidation of a next stage upper soil layer, then repeating above step to certain number of days, thus completing the discharging consolidation work of soft foundation.
In order to the problem that the mud that likely causes when solving and pull out drainage channel gushes, put radius on the top at the film place of punching be 50cm thickness is the iron plate (can be called base plate) 15 of 1cm.On process of pulling out adopt jack be consider that the soil body vacuumizes can in the soil body, produce very large negative pressure value, this negative pressure value can increase the frictional force between mucky soil and drainage pipe, this frictional force need larger uplift force could realize drainage pipe on pull out process.The implementation procedure of this uplift force is: get the thick iron plate of 1cm (can be called top board) 11,12, empty this iron plate 11,12, interior rubber ring 8 is embedded with respectively at the hole place of the second iron plate 11 and the 3rd iron plate 12, the internal diameter of rubber ring 8 and the external diameter of top drainage pipe 1 cooperatively interact, and rubber ring 8 need be fixed to iron plate 11, and 12 empty place; Get two pieces of these iron plates 11,12 entangle drainage pipe 1, withstand this two pieces of iron plates 11 respectively with two groups of jack 9,10,12, at jack 9, on 10 in the process of top, two pieces of iron plates 11,12 meeting shapes are at a certain angle, now rubber ring 8 plays a role, and rubber ring 8 can form frictional force with drainage pipe 1, utilize this frictional force to realize drainage pipe 1 on pull out (principle of the climbers used to electrician's pole-climbing is similar).Note left and right two groups of jack 9,10 need coordinate top, in case drainage channel 1 tilts, then by jack 9,10 complete drainage channel 1 on pull out construction technology.
More than illustrate for 2 meters, 1 meter one section in practical application, can be made, or every segment length is selected as required in Practical Project.
Claims (4)
1. a vacuum preconsolidation drainage and construction method, the drainage channel adopted, comprise top drainage pipe (1) and a bottom drainage pipe (2) of more than one, mutually be tightly connected between adjacent top drainage pipe (1) and between top drainage pipe (1) and bottom drainage pipe (2), described bottom drainage pipe offers the hole for drawing water, described construction method, comprises following step:
1. at the scene mud lays bed course, then upper berth film;
2. after being tightly connected first of the foot of top drainage pipe (1) with bottom drainage pipe (2), shoe is installed, shoe and bottom drainage pipe (2) are airtight to be firmly connected, the vertical insertion film place of punching, to the convenient height connecting next root pipeline, guarantees that whole drainage channel is vertical;
3. be tightly connected second top drainage pipe (2) and the first root drainage pipe (2);
4. intubate and other the top drainage pipe (2) of being tightly connected is continued until reach the designing requirement degree of depth;
5. connect the top drainage pipe (2) and the filter pipe that are positioned at upper end, use vacuum pump to add negative pressure and carry out draining;
6. in the process of construction, first carry out the draining of bottom silt soil, after a period of time, consolidation completes substantially, and at this moment, vacuum pump stops vacuumizing, unload the connection of drainage channel and filter pipe, upwards tube drawing, lays down the top drainage pipe (1) being positioned at upper end extracted, and again connects drainage channel and filter pipe and carries out the discharging consolidation of a next stage upper soil layer, after a period of time, repeat above step again, thus complete the discharging consolidation work of soft foundation.
2. vacuum preconsolidation drainage and construction method according to claim 1, it is characterized in that, the concrete steps of the upwards tube drawing described in step 6 are as follows: open pertusate base plate (15) in the placement of the film place of punching, two groups of hydraulic jack (9,10) are placed on base plate (15), and are positioned at the both sides of drainage channel, the top drainage pipe (1) being positioned at end puts out pertusate two top boards (11, 12), at two top boards (11, 12) hole place is embedded with interior rubber ring (8) respectively, the internal diameter of interior rubber ring (8) and the external diameter of top drainage pipe (1) cooperatively interact, a hydraulic jack (9) withstands a top board (11), another hydraulic jack (10) withstands another top board (12), on jack in the process of top, top board (11, 12) meeting shape is at a certain angle, now interior rubber ring (8) and top drainage pipe (1) form frictional force, utilize this frictional force to realize drainage channel on pull out, two groups of jack need coordinate top, in case drainage channel tilts.
3. vacuum preconsolidation drainage and construction method according to claim 1, is characterized in that, the front end of shoe (4) is sharp.
4. vacuum preconsolidation drainage and construction method according to claim 1, it is characterized in that, each drainage pipe is iron pipe, nonwoven geotechnique is had to weave cotton cloth (3) in the outer cover of bottom drainage pipe (2), wire gauze (5) is had, in case come off in work progress at the weave cotton cloth outer layer covers of (3) of nonwoven geotechnique.
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| CN201410261410.1A CN104005402B (en) | 2014-06-12 | 2014-06-12 | A kind of vacuum preconsolidation drainage and construction method |
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| CN104005402B true CN104005402B (en) | 2016-01-20 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105442524B (en) * | 2015-01-02 | 2017-10-10 | 青岛理工大学（临沂） | Soft foundation processing device and construction method |
| CN105759013B (en) * | 2016-03-21 | 2018-01-26 | 温州大学 | The method that the vacuum preloading implemented using the vacuum preloading experimental rig of controllable drain bar is tested |
| CN107326891B (en) * | 2017-07-14 | 2019-06-21 | 浙江大学 | A kind of soft foundation discharge fixing system and method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101130952A (en) * | 2007-08-01 | 2008-02-27 | 汤连生 | Packingless fast vacuum prepressing dynamic consolidation method |
| CN101225656A (en) * | 2008-01-31 | 2008-07-23 | 中交第四航务工程局有限公司 | Method for rapidly reinforcing ultra-soft soil superficial zone and packaged technology |
| WO2009070984A1 (en) * | 2007-11-02 | 2009-06-11 | Yonggen Liang | Vacuum preloading method without drain sand cushion layer |
| CN102061693A (en) * | 2009-11-12 | 2011-05-18 | 任再永 | Drainage piling pipe |
| CN203411971U (en) * | 2013-08-07 | 2014-01-29 | 郑玉辉 | Foundation reinforced through combination of horizontal drainage plate and drainage pipe |
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2014
- 2014-06-12 CN CN201410261410.1A patent/CN104005402B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101130952A (en) * | 2007-08-01 | 2008-02-27 | 汤连生 | Packingless fast vacuum prepressing dynamic consolidation method |
| WO2009070984A1 (en) * | 2007-11-02 | 2009-06-11 | Yonggen Liang | Vacuum preloading method without drain sand cushion layer |
| CN101225656A (en) * | 2008-01-31 | 2008-07-23 | 中交第四航务工程局有限公司 | Method for rapidly reinforcing ultra-soft soil superficial zone and packaged technology |
| CN102061693A (en) * | 2009-11-12 | 2011-05-18 | 任再永 | Drainage piling pipe |
| CN203411971U (en) * | 2013-08-07 | 2014-01-29 | 郑玉辉 | Foundation reinforced through combination of horizontal drainage plate and drainage pipe |
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