CN206540536U - The rapidly solidified weak soil experimental rig of low Low Level vacuum method - Google Patents
The rapidly solidified weak soil experimental rig of low Low Level vacuum method Download PDFInfo
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- CN206540536U CN206540536U CN201720160803.2U CN201720160803U CN206540536U CN 206540536 U CN206540536 U CN 206540536U CN 201720160803 U CN201720160803 U CN 201720160803U CN 206540536 U CN206540536 U CN 206540536U
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- vacuum
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- weak soil
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Abstract
A kind of rapidly solidified weak soil experimental rig of low Low Level vacuum method, including low position vacuum preloading system and data monitoring system；The low position vacuum preloading system is made up of model groove, gravel layer, vacuum pipe network, medium coarse sand bed course, drain bar, PVC diaphragm seals and immersible pump, model groove periphery is formed with " Qian " shape seal groove, gravel layer is laid in model trench bottom, the vacuum pipe network being made up of vacuum chimney filter is buried in gravel layer, in vacuum pipe network and it is reinforced between Soft Soil Layer medium coarse sand bed course is set, setting vertical drainage plate in Soft Soil Layer is being reinforced, its underpart is communicated with vacuum pipe network；Two layers of PVC diaphragm seal is covered being reinforced weak soil layer surface.The immersible pump is connected by drainpipe with vacuum pipe network；The data monitoring system includes miniature ventage piezometer, laser displacement sensor, data acquisition device and storage and display device.The device can effectively shorten the soil solidifying time and reach good consolidation effect.
Description
Technical field
The utility model is related to low Low Level technique of soft soil foundation treatment field, and more particularly to a kind of low Low Level vacuum method is quick
Weak soil experimental rig is consolidated, the device is applied to laboratory rapid reinforcement weak soil.
Background technology
In recent years, country greatly develops infrastructure construction, and long piled wharf is filled etc., and Underwater Engineering increasingly increases.In processing
Such when needing the Underwater Engineering ground of hydraulic reclamation post-reinforcing, traditional natural drying method, heavy-tamping method, cushion etc. are no longer applicable.
In addition, indoor model test is for solving the problems, such as that Practical Project has irreplaceable facilitation, but used in laboratory
It is oversize the time required to traditional approach consolidated clay.
Traditional vacuum precompressed is high-order vacuum preloading and uses high-order drainage, i.e., set vacuum tube on barged-in fill top
Net, it is sealed by covering diaphragm seal, then vacuumized, draining.A large amount of engineering practices show, traditional vacuum
Precompressed easily forms " duricrust " above bury, and the soil body of its underpart can not be reinforced effectively.
The content of the invention：
The purpose of this utility model, which is that, overcomes above-mentioned the deficiencies in the prior art, and it is true to provide a kind of low Low Level
The empty rapidly solidified weak soil experimental rig of preloading method, the device is vacuumized using low level, subdrain method reinforces soft clay, can
Effectively shorten the soil solidifying time and reach good consolidation effect.
As above conceive, the technical solution of the utility model is：A kind of rapidly solidified weak soil experiment of low Low Level vacuum method
Device, it is characterised in that：Including low position vacuum preloading system and data monitoring system；The low position vacuum preloading system is by model
Groove, gravel layer, vacuum pipe network, medium coarse sand bed course, drain bar, PVC diaphragm seals and immersible pump composition, model groove periphery is formed with " Qian "
Shape seal groove, gravel layer is laid in model trench bottom, the vacuum pipe network being made up of vacuum chimney filter is buried in gravel layer, in vacuum
Pipe network and be reinforced between Soft Soil Layer medium coarse sand bed course be set, be reinforced setting vertical drainage plate in Soft Soil Layer, its underpart with
Vacuum pipe network is communicated；Being reinforced, weak soil layer surface covers first layer PVC diaphragm seals and surrounding extends down into and is reinforced weak soil
Layer side, second layer PVC diaphragm seals are initially secured in " Qian " shape seal groove, then fill out anti-watertight in " Qian " shape seal groove
Sealing mud；The immersible pump is connected by drainpipe with vacuum pipe network, and water therein is transported to above model groove diaphragm seal,
Form heap carrier, drainpipe sequentially passes through medium coarse sand bed course from top to bottom, be reinforced Soft Soil Layer, sealing flange forms complete true
Empty negative pressure system；The data monitoring system includes miniature ventage piezometer, laser displacement sensor, data acquisition device and deposited
Storage and display device, the laser displacement sensor for monitoring soil body surface sedimentation are erected above model groove, miniature pore water
Pressure meter, which is embedded in, to be reinforced in Soft Soil Layer, is connected into miniature pore pressure gauge and laser displacement sensor by data acquisition device
Computer.
Above-mentioned model groove is using cylindric.
Above-mentioned vacuum chimney filter uses steel wire screwed pipe, along steel wire encircling direction every standardized bar length of 3cm etc. on pipeline
In " one " word mouthful of pipe diameter, and tied up in periphery winding layer of non-woven fabric and with rubber band.
Above-mentioned vacuum chimney filter is arranged in a ring in gravel layer.
The plate apex distance of above-mentioned drain bar is reinforced weak soil layer surface 10cm.
Above-mentioned immersible pump is arranged in the immersible pump storage box above diaphragm seal, is arranged between pressure dissipation plate, immersible pump
The water surface in storage box is away from immersible pump upper surface 20cm.
Above-mentioned diaphragm seal top is equally spaced on the measurement stake of inverted " t " type, pile body from the model groove center of circle to circumference and is formed with use
In the scale division value scale of measurement displacement.
It is above-mentioned to be reinforced between Soft Soil Layer and medium coarse sand bed course, lay geotextiles between medium coarse sand bed course and gravel layer.
Operation principle of the present utility model is：
The utility model draws water in soil body bottom, native reclaimed water downward seepage flow under gravitational field and seepage field double action, soft
Soil layer discharging consolidation under external and internal pressure effect.Meanwhile, the utility model can put on the water of discharge as preloading load soft
Soil layer top, further carries out precompressed to Soft Soil Layer, accelerates soil solidifying.Data monitoring device of the present utility model can be real-time
Monitoring sedimentation and the change of pore water pressure, can set up the consolidation model corresponding with barged-in fill large deformation, for predicting hydraulic reclamation
The sedimentation of soil.
The beneficial effects of the utility model are：
1st, the utility model will be arranged on for transmitting vacuum, the gravel layer of draining and medium coarse sand bed course and be reinforced Soft Soil Layer
Bottom, water need not overcome self gravitation can rapidly downward seepage flow, make whole Soft Soil Layer discharging consolidation under external and internal pressure difference.
The water of discharge is carried out precompressed to barged-in fill, can reach more preferable densification effect as heap carrier simultaneously.
2nd, the utility model is using two layers of sealed mode, and lower floor extends down into soil body side, and upper strata passes through " O " shape
Sealing ring and waterproof sealing clay are fixed in seal groove, it is ensured that the seal in groove, being capable of effectively reinforcing soft soil.
3rd, the water in sand bedding course can be transported to diaphragm seal top by the immersible pump being connected in the utility model with vacuum pipe network,
As heap carrier, precompressed is carried out to the Soft Soil Layer under it, strengthens the consolidation draining effect of vacuum preloading load.
4th, the miniature pore pressure gauge being embedded in the utility model in weak soil and the laser displacement being set up on model groove
Sensor, test data is transported on display device by data acquisition device, and consolidation effect, sedimentation deformation can be monitored in real time
And system seal；
5th, the utility model throughput laser displacement sensor can measure the displacement of the soil body, to calculate containing for barged-in fill
Water rate, can also measure the settling amount of the soil body, calculate the real-time degree of consolidation.
Brief description of the drawings
Fig. 1 is facade arrangement schematic diagram of the present utility model.
Fig. 2 is the utility model vacuum pipe net arrangement schematic diagram.
Fig. 3 is floor plan on model groove film.
Fig. 4 is that inverted " t " type measures stake schematic diagram.
Fig. 5 is seal groove seal construction schematic diagram.
Fig. 6 is vacuum chimney filter and drain bar jointing schematic diagram.
Fig. 7 is vacuum chimney filter construction schematic diagram.
Fig. 8 is the schematic diagram of vacuum chimney filter.
In figure：1-model groove；2-geotextiles；3-gravel layer；4-medium-sand seam；5-vacuum pipe network；6-barged-in fill
Layer；7-plastic draining board；8-PVC diaphragm seals；9-" Qian " shape seal grooves；10-pressure dissipation plate；11-immersible pump is deposited
Case；12-immersible pump；The stake of 13-inverted " t " type；14-laser displacement sensor；15-flange；16-lute in；17-chimney filter
With drain bar jointing；18-rivet；19-miniature pore pressure gauge；20-data acquisition device；21-storage and display
Equipment；22-elastic rubber ring；23- " one " word mouthful；24- non-woven fabrics.
Embodiment：
As shown in the figure：A kind of rapidly solidified weak soil experimental rig of low Low Level vacuum method, including low position vacuum preloading system
System and data monitoring system.
First, low position vacuum preloading system by cylindrical model groove, gravel layer, vacuum pipe network, medium coarse sand bed course, drain bar,
PVC diaphragm seals and immersible pump composition.
1st, cylindrical model groove periphery is formed with " Qian " shape seal groove 9, and gravel layer 3 is laid in trench bottom.
2nd, the vacuum pipe network 5 being made up of vacuum chimney filter is buried in gravel layer, vacuum chimney filter uses steel wire screwed pipe
(TS06) and in gravel layer arrange in a ring, along steel wire encircling direction every the standardized bar length of 3cm on vacuum chimney filter pipeline
Equal to " one " word mouthful 23 of pipe diameter, and in periphery winding layer of non-woven fabric 24, and tied up using rubber band.
3rd, in vacuum pipe network 5 and it is reinforced between Soft Soil Layer 6 the thick medium coarse sand bed courses 4 of 20cm are set.
4th, setting vertical drainage plate 7, plate apex distance barged-in fill surface 10cm, bottom and vacuum pipe network in Soft Soil Layer are being reinforced
5 are connected by jointing 14, and are fixed by rivet 18.
5th, weak soil layer surface covering first layer PVC diaphragm seals 8 are being reinforced and surrounding extends downwardly underground layer side 50cm,
Second layer PVC diaphragm seals 8 are fixed in seal groove 9 by elastic rubber ring 22 first, and anti-watertight is then filled out in seal groove
Sealing mud.
6th, connection immersible pump 12 and vacuum pipe network 5 drainpipe sequentially pass through from top to bottom medium coarse sand bed course 4, be reinforced it is soft
Soil layer 6, sealing flange 15 form complete negative pressure of vacuum system.Immersible pump 12 is connected by drainpipe with vacuum pipe network 5, by it
In water be transported to above cylindric model groove diaphragm seal 8, formed heap carrier.The immersible pump 12 is built up in above diaphragm seal
Immersible pump storage box 11 in, be arranged between the water surface in pressure dissipation plate 10, immersible pump storage box away from immersible pump upper surface
20cm。
7th, the top of diaphragm seal 8 is equally spaced the measurement stake 13 of inverted " t " type from the center of circle of model groove 1 to circumference, sets on pile body point
Angle value is 1mm scale, for measuring displacement.
8th, it is above-mentioned to be reinforced between Soft Soil Layer and medium coarse sand bed course, geotextiles 2 are laid between medium coarse sand bed course and gravel layer.
2nd, data monitoring system is by miniature ventage piezometer 19, laser displacement sensor 14, data acquisition device 20 and deposits
Storage and display device 21 are constituted.The measurement stake 13 of inverted " t " type is erected at for monitoring the laser displacement sensor 4 of soil body surface sedimentation
Top, miniature ventage piezometer 19, which is embedded in, to be reinforced in Soft Soil Layer 6, by data acquisition device by miniature pore pressure gauge and
Laser displacement sensor is connected into computer.
Work progress of the present utility model is：
1st, first spread in cylindrical model groove 1 into appropriate gravel layer 3, vacuum tube net is laid in gravel layer, vacuum chimney filter is adopted
Use steel wire screwed pipe, annular array.The drainpipe of connection immersible pump and vacuum pipe network sequentially passes through medium coarse sand, hydraulic reclamation from top to bottom
Soil, sealing flange form complete negative pressure of vacuum system.At the same time, enter the laying of the overlap joint and barged-in fill of shape drain bar, arrange
Water plate bottom is communicated with sand bedding course, and top reserves 10cm thick soil stratums to protect diaphragm seal, and the embedded micro-hole at appropriate depth
Gap WG 19.Barged-in fill surface is covered in one layer of PVC diaphragm seal, and extends into its side 50cm, then passes through " O " shape
Second layer PVC diaphragm seals are fixed thereon by sealing ring and waterproof sealing clay, form confined space.Set up and swash on model groove
Optical displacement sensor, by data acquisition device, computer is connected into by miniature pore pressure gauge and laser displacement sensor.
2nd, log-on data acquisition system first, monitoring, record test data.
3rd, start after negative pressure of vacuum heap loading system, Soft Soil Layer bottom first under external and internal pressure difference effect, starts discharging consolidation,
The vacuum load of bottom is delivered in soil layer by drain bar, the downward seepage flow of the water in Soft Soil Layer, is extracted into through immersible pump on diaphragm seal
Portion, carries out precompressed, material is thus formed a set of continuous whole vacuum-surcharge preloading system to barged-in fill.
The gravel layer for being embedded with vacuum pipe network is arranged on by the utility model needs the water in the bottommost of reinforcing soft soil layer, the soil body
Gravitational field and by suction cause seepage field double action under quick seepage flow downwards.For traditional vacuum precompressed, this reality
Increased successively from top to bottom with the new soil strength for being more beneficial for discharging consolidation and reinforcing, it is to avoid " duricrust " is formed on top.It is latent
Water in sand bedding course is extracted into PVC diaphragm seals top and forms heap carrier by water pump, further strengthens the compacted effect of the soil body.This joint
Low Low Level vacuum preloading, subdrain, piling prepressing in one experimental rig, can the rapid reinforcement soil body, reach ten sub-arguments
The densification effect thought, and engineering method is simple, the cycle is short, can save the energy, for indoor model test rapid reinforcement weak soil, shortens examination
There is very real meaning in the cycle of testing, while in being also generalized to the Practical Project that long piled wharf such as fills at the underwater processing.
Claims (8)
1. a kind of rapidly solidified weak soil experimental rig of low Low Level vacuum method, it is characterised in that：Including low position vacuum preloading system
System and data monitoring system；The low position vacuum preloading system is by model groove, gravel layer, vacuum pipe network, medium coarse sand bed course, draining
Plate, PVC diaphragm seals and immersible pump composition, model groove periphery are formed with " Qian " shape seal groove, gravel layer are laid in model trench bottom,
The vacuum pipe network that is made up of vacuum chimney filter is buried in gravel layer, in vacuum pipe network and is reinforced between Soft Soil Layer medium coarse sand pad is set
Layer, is being reinforced setting vertical drainage plate in Soft Soil Layer, its underpart is communicated with vacuum pipe network；It is being reinforced the covering of weak soil layer surface
First layer PVC diaphragm seals and surrounding, which are extended down into, is reinforced Soft Soil Layer side, and second layer PVC diaphragm seals are initially secured to " Qian "
In shape seal groove, then waterproof sealing clay is filled out in " Qian " shape seal groove；The immersible pump passes through drainpipe and vacuum tube
Net is connected, and water therein is transported to above model groove diaphragm seal, heap carrier is formed, during drainpipe is sequentially passed through from top to bottom
Coarse sand bed course, it is reinforced Soft Soil Layer, sealing flange and forms complete negative pressure of vacuum system；The data monitoring system includes miniature
Ventage piezometer, laser displacement sensor, data acquisition device and storage and display device, for monitoring soil body surface sedimentation
Laser displacement sensor is erected above model groove, and miniature ventage piezometer, which is embedded in, to be reinforced in Soft Soil Layer, is adopted by data
Miniature pore pressure gauge and laser displacement sensor are connected into computer by header.
2. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
Model groove is using cylindric.
3. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
Vacuum chimney filter uses steel wire screwed pipe, is equal to pipe diameter every the standardized bar length of 3cm along steel wire encircling direction on pipeline
" one " word mouthful, and tied up in periphery winding layer of non-woven fabric and with rubber band.
4. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1 or 3, it is characterised in that：
Above-mentioned vacuum chimney filter is arranged in a ring in gravel layer.
5. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
The plate apex distance of drain bar is reinforced weak soil layer surface 10cm.
6. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
Immersible pump is arranged in the immersible pump storage box above diaphragm seal, is arranged between the water in pressure dissipation plate, immersible pump storage box
Identity distance immersible pump upper surface 20cm.
7. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
Diaphragm seal top is equally spaced on the measurement stake of inverted " t " type, pile body from the model groove center of circle to circumference and is formed with for measuring displacement
Scale division value scale.
8. the rapidly solidified weak soil experimental rig of low Low Level vacuum method according to claim 1, it is characterised in that：It is above-mentioned
It is reinforced between Soft Soil Layer and medium coarse sand bed course, lays geotextiles between medium coarse sand bed course and gravel layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720160803.2U CN206540536U (en) | 2017-02-22 | 2017-02-22 | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720160803.2U CN206540536U (en) | 2017-02-22 | 2017-02-22 | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
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| Publication Number | Publication Date |
|---|---|
| CN206540536U true CN206540536U (en) | 2017-10-03 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201720160803.2U Expired - Fee Related CN206540536U (en) | 2017-02-22 | 2017-02-22 | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106840086A (en) * | 2017-02-22 | 2017-06-13 | 天津城建大学 | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
| CN111101476A (en) * | 2019-12-16 | 2020-05-05 | 武汉理工大学 | Test device for simulating engineering effect of hydraulic reclamation coral reef sand |
-
2017
- 2017-02-22 CN CN201720160803.2U patent/CN206540536U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106840086A (en) * | 2017-02-22 | 2017-06-13 | 天津城建大学 | The rapidly solidified weak soil experimental rig of low Low Level vacuum method |
| CN106840086B (en) * | 2017-02-22 | 2023-04-18 | 天津城建大学 | Quick consolidation soft soil test device of ultralow position vacuum preloading method |
| CN111101476A (en) * | 2019-12-16 | 2020-05-05 | 武汉理工大学 | Test device for simulating engineering effect of hydraulic reclamation coral reef sand |
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| CF01 | Termination of patent right due to non-payment of annual fee | ||
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Granted publication date: 20171003 Termination date: 20190222 |