CN103336105B - Soft foundation treatment experiment device and method - Google Patents

Soft foundation treatment experiment device and method Download PDF

Info

Publication number
CN103336105B
CN103336105B CN201310244343.8A CN201310244343A CN103336105B CN 103336105 B CN103336105 B CN 103336105B CN 201310244343 A CN201310244343 A CN 201310244343A CN 103336105 B CN103336105 B CN 103336105B
Authority
CN
China
Prior art keywords
grouting
soil
vacuum
grout
control valve
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.)
Expired - Fee Related
Application number
CN201310244343.8A
Other languages
Chinese (zh)
Other versions
CN103336105A (en
Inventor
杨俊杰
俞元洪
干焕军
蒋文峰
姜欢悦
王建东
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd
Zhejiang University of Technology ZJUT
Original Assignee
NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd
Zhejiang University of Technology ZJUT
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd, Zhejiang University of Technology ZJUT filed Critical NINGBO HIGH-TECH ZONE SEA-CLOSURE ENGINEERING TECHNOLOGY DEVELOPMENT Co Ltd
Priority to CN201310244343.8A priority Critical patent/CN103336105B/en
Publication of CN103336105A publication Critical patent/CN103336105A/en
Application granted granted Critical
Publication of CN103336105B publication Critical patent/CN103336105B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses a soft foundation treatment experiment device and method. The experiment device comprises an experiment box body, a vacuum water drainage system and a vacuum grouting system, wherein the experiment box body is provided with an accommodating cavity for accommodating an experiment soil body; the vacuum water drainage system mainly comprises a vertical water drainage plate, a horizontal water drainage pipe, a water drainage pipeline and a vacuum pump; and the vacuum grouting system mainly comprises a grouting pipe, a grouting pipeline and a grouting pump. According to the experiment method, the experiment device is used, an experiment method of a vacuum pre-pressing technology and an experiment method of a soft foundation grouting technology are combined, and an experiment method of a vacuum grouting composite soft foundation treatment technology is constructed. The soft foundation treatment experiment device has the advantages that in an experiment soil body treatment process, the vacuum grouting system and the vacuum water drainage system can work at the same time, the treatment efficiency is improved, and the treatment time is shortened; and effects of treating sludge with higher moisture content and small seepage coefficient and sludge foundation are very outstanding.

Description

A kind for the treatment of of soft foundation experimental provision and experimental technique
Technical field
The present invention relates to a kind of soft foundation processing technology, especially relate to a kind for the treatment of of soft foundation experimental provision and experimental technique.
Background technology
The feature of the soft base of polder is that water content is large, soil body particle is thin, mobility is strong, and is main mainly with muck soil, and engineering properties is poor.The self property of this kind of soft base determines that it needs could as the ground of engineering construction after consolidation process.Although the method for the soft base of existing many process at present, because Tidal Flat Inning Area area is large, and processing requirements is high, and therefore a lot of highway on soft ground method is difficult to solve this type of soft base problem.At present, conventional soft base processing method has vacuum method, heavy-tamping method, sand drain method, pressure Shi Fa etc.Wherein, vacuum method applies method more widely at present, although the method treatment effeciency is higher, treatment effect is often poor, is difficult to the foundation condition reaching the higher road of engine request, middle-high building thing, heavy_weight factory, warehouse district etc.; On the other hand, the time of the method Ground Treatment is longer, can affect the development rate in later stage, and cost is high.Generally, for studying the mechanism of action and the engineering controling parameters of soft base processing method, needing the theoretical research and the experimental study that soft base processing method are carried out to system, and not yet having relevant experiment research and the report of device at present.
Summary of the invention
Technical problem to be solved by this invention is to provide one can improve treatment effeciency effectively, shortens the processing time and is applicable to treatment of soft foundation experimental provision and the experimental technique of moisture content is higher, infiltration coefficient is little mud and muddy foundation.
The present invention solves the problems of the technologies described above adopted technical scheme: a kind for the treatment of of soft foundation experimental provision, is characterized in that: comprise experimental box body, low-pressure drainage system and vacuum cementation system; Described experimental box body has one for placing the container cavity of the test soil body; Described low-pressure drainage system forms primarily of multiple vertical drainage plate, the first horizontal drain pipe, drainage pipeline and vavuum pump, multiple described vertical drainage plates and the first described horizontal drain pipe are positioned at described container cavity, the top of multiple described vertical drainage plate is connected with the first described horizontal drain pipe respectively, described drainage pipeline is communicated with the first described horizontal drain pipe through described experimental box body, and the discharge outlet of described drainage pipeline is connected with described vavuum pump; Described vacuum cementation system forms primarily of grout pipe, grout lines and grouting pump, described grout pipe is positioned at described container cavity, described grout pipe is positioned at the middle position in the region that multiple described vertical drainage plate surrounds, described grout lines is communicated with described grout pipe through described experimental box body, and the pulp inlet of described grout lines is connected with described grouting pump.
Described grout lines is made up of with grouting rigid conduit the elastic hose that is in the milk, the pulp inlet of described grouting elastic hose is communicated with the grout outlet of described grouting rigid conduit, the grout outlet of described grouting elastic hose is communicated with the top of described grout pipe, the pulp inlet of described grouting rigid conduit is connected with described grouting pump by the 6th control valve, described grouting rigid conduit is connected with the second vacuum meter for the controlled grouting time started by the first control valve, described grouting rigid conduit is provided with the second control valve, the 6th described control valve, the second described control valve and the first described control valve are along slurry stream to being distributed on described grouting rigid conduit successively, described grouting pump is connected with the first grouting pressure table.
The sensor frame be made up of the vertical rod of multiple spring slide formula is provided with in described container cavity, described sensor frame is near the inwall of described experimental box body, and described sensor frame is provided with for measuring the soil pressure sensor of test soil body soil pressure and the pore water pressure sensor for measuring test soil mass water pressure.
Described drainage pipeline is made up of draining elastic hose and draining rigid conduit, the water inlet of described draining elastic hose is communicated with the first described horizontal drain pipe, the discharge outlet of described draining elastic hose is communicated with the water inlet of described draining rigid conduit, and the discharge outlet of described draining rigid conduit is connected with described vavuum pump by the 3rd control valve.
Described vavuum pump is connected with the first vacuum meter of the vacuum pressure for measuring described vavuum pump by the 4th control valve.
The bottom of described experimental box body is connected with vacuum fairlead, one end of described vacuum fairlead is inserted in the test soil body be positioned in described container cavity, and the other end of described vacuum fairlead is connected with the 3rd vacuum meter of the vacuum pressure for the testing experiment soil body by the 7th control valve.
The bottom of multiple described vertical drainage plate is connected with the second horizontal drain pipe, the second described horizontal drain pipe is positioned at described container cavity, the second described horizontal drain pipe is connected with bottom discharge pipeline, the water inlet of described bottom discharge pipeline is communicated with the second described horizontal drain pipe through described experimental box body, and the discharge outlet of described bottom discharge pipeline is communicated with the discharge outlet of described draining rigid conduit by the 5th control valve.
A kind for the treatment of of soft foundation experimental technique, is characterized in that: comprise the following steps:
1. according to the requirement of the experiment content carried out in the inside dimension of the container cavity in treatment of soft foundation experimental provision, treatment of soft foundation experimental provision and the model theory of similarity, the spacing determine the degree of depth that the vertical drainage plate in treatment of soft foundation experimental provision is inserted into the test soil body, being inserted in the test soil body between adjacent two blocks of vertical drainage plates and the width of vertical drainage plate;
2. pending artificial manipulated soil is filled in the container cavity in treatment of soft foundation experimental provision, and on sensor frame, fix soil pressure sensor and pore water pressure sensor, then by this sensor placement in pending artificial manipulated soil, then be covered with native sand separation film on the surface of pending artificial manipulated soil;
3. the degree of depth of the test soil body is inserted into according to the vertical drainage plate in treatment of soft foundation experimental provision, be inserted into the spacing between the adjacent two blocks of vertical drainage plates in the test soil body and the width of vertical drainage plate, multiple vertical drainage plate is inserted in pending artificial manipulated soil, each vertical drainage plate is made just to enter into pending artificial manipulated soil completely, the first horizontal drain pipe is laid again on native sand separation film, each vertical drainage plate is connected with the first horizontal drain pipe, first horizontal drain pipe is communicated with drainage pipeline, the vavuum pump of the discharge outlet of drainage pipeline with experimental box body outside is connected,
4. in pending artificial manipulated soil, many grout pipes are inserted, every root grout pipe is made to be positioned at the middle position in the region that multiple vertical drainage plate surrounds, then every root grout pipe is communicated with grout lines, and on grout lines, connect the second vacuum meter, finally the grouting pump of the pulp inlet of grout lines with experimental box body outside is connected, and on grouting pump, connects the first grouting pressure table;
5. on native sand separation film, one deck sand is covered, and make this layer of sand cover the draining elastic hose in the first horizontal drain pipe, drainage pipeline and the grouting elastic hose in grout lines, on this layer of sand, cover thin film again to form vacuum state under film, and side arranges the displacement meter for measuring test soil body settling amount on the thin film;
6. utilize horizontal drain pipe, vertical drainage plate, vavuum pump, grout pipe and grouting pump etc. to process pending artificial manipulated soil, obtain the artificial manipulated soil after vacuum grouting process.
Described step 1. in the vertical drainage plate scope of the degree of depth that is inserted into the test soil body be 1000mm ~ 1400mm, the scope of the spacing between the described adjacent two blocks of vertical drainage plates being inserted into the test soil body is 300mm ~ 400mm, and the scope of the width of described vertical drainage plate is 40mm ~ 100mm.
Described step detailed process is 6.:
-1 6., be inserted into the degree of depth of the test soil body according to vertical drainage plate, determine the degree of depth of the grout pipe be inserted in pending artificial manipulated soil , then basis calculate the soil pressure mean value suffered by grout pipe, be designated as ;
-2 6. the soil pressure mean value calculation grouting pressure, suffered by grout pipe, is designated as , , wherein, for the coefficient of friction between pending artificial manipulated soil and grout pipe, for the overall diameter of grout pipe, for the cross-sectional area of grout pipe, , for covering the quality of the sand on native sand separation film;
6.-3, the 4th control valve, the 3rd control valve, the second control valve and vavuum pump is opened, close the 5th control valve and the first control valve, by vavuum pump, drainage pipeline, horizontal drain pipe and vertical drainage plate, drainage sunk well is carried out to pending artificial manipulated soil, the vacuum pressure show value of Real-Time Monitoring second vacuum meter in drainage procedure, so that the time started of controlled grouting;
6.-4, determine according to the second vacuum meter the time started of being in the milk, when the scope of its value is at-40kPa ~-30kPa, open grouting pump, the 6th control valve and the first control valve is made to stay open state, slurries in stock tank are circulated in pending artificial manipulated soil by grout lines and grout pipe by grouting pump, read in the value of the display of the displacement meter before starting of being in the milk simultaneously, this value is the soil body settling amount before grouting, after grouting a period of time, the vacuum pressure value of the second vacuum meter levels off to 0, stops grouting;
The amount of the displacement 6.-5, moved up according to the first grouting pressure table or the soil body or the slurry that injects container cavity determines the end time of being in the milk: when the value of the first grouting pressure table is equal to or greater than time or the displacement that moves up of the soil body be equal to or greater than the grouting that 6. step obtain in-4 before the soil body settling amount time or the amount of slurry of injecting container cavity when reaching the designing requirement of experiment, close grouting pump, grouting terminates, and stops grouting, performs step 6.-6; Otherwise, return step 6.-4 continuation execution;
-6 6., according to the displacement meter determination vavuum pump out-of-work time: when the rate of change of the soil body settling amount that displacement meter shows continue to be less than 0.1mm/h reach more than 4 hours time, close vavuum pump, complete the vacuum grouting process to artificial manipulated soil.
Compared with prior art, the invention has the advantages that: experimental provision of the present invention includes experimental box body, low-pressure drainage system and vacuum cementation system, the experimental technique of the experimental technique of current technique of soft soil foundation treatment and soft base grouting technique is combined, establish the experimental technique of a set of vacuum grouting compound soft foundation processing technology, the experimental technique of this vacuum grouting compound soft foundation processing technology utilizes the vavuum pump in low-pressure drainage system to make the test soil body form vacuum state, then according to the vacuum in the test soil body, in the test soil body, slurries are poured into by the grouting pump in vacuum cementation system at reasonable time, on the one hand, due in the course of work of vacuum cementation system, low-pressure drainage system is always in running order, thus vacuum cementation system and low-pressure drainage system are worked simultaneously, improve treatment effeciency, shorten the processing time, on the other hand, owing to taking full advantage of the test soil body negative pressure that vacuum causes, slurries are penetrated in the test soil body relatively easily, improves treatment effeciency.In addition, the inventive method can be used for the ground processing any character, and the mud higher for moisture content, infiltration coefficient is little and muddy foundation, treatment effect is particularly remarkable.
Accompanying drawing explanation
Fig. 1 is the sectional view of the experimental provision of processing soft soil in the present invention;
Fig. 2 is the top view of the experimental provision of processing soft soil in the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing embodiment, the present invention is described in further detail.
Embodiment 1:
The present embodiment proposes a kind for the treatment of of soft foundation experimental provision, and as Fig. 1, it comprises experimental box body, low-pressure drainage system, vacuum cementation system.Experimental box body has one for placing the container cavity 12 of the test soil body; Low-pressure drainage system forms primarily of multiple vertical drainage plate 6, first horizontal drain pipe 7, drainage pipeline and vavuum pump 1, multiple vertical drainage plate 6 and the first horizontal drain pipe 7 are positioned at container cavity 12, the top of multiple vertical drainage plate 6 is connected with the first horizontal drain pipe 7 respectively, drainage pipeline is connected with the first horizontal drain pipe 7 through experimental box body, and the discharge outlet of drainage pipeline is connected with vavuum pump 1; Vacuum cementation system forms primarily of grout pipe 9, grout lines and grouting pump 17, grout pipe 9 is positioned at container cavity 12, grout pipe 9 is positioned at the middle position in the region that multiple vertical drainage plate 6 surrounds, grout pipe 9 is parallel with multiple vertical drainage plate 6, namely their central axis parallels, grout lines is connected with grout pipe 9 through experimental box body, and the pulp inlet of grout lines is connected with grouting pump 17, and the slurries in stock tank 23 are injected in container cavity 12 by grouting pump 17.As Fig. 2, in specific implementation process, the first horizontal drain pipe 7 of an annular is laid in container cavity 12, four vertical drainage plates 6 are evenly laid in the surrounding of this first horizontal drain pipe 7, and the center in the region making these four vertical drainage plates 6 surround and the center of annular first horizontal drain pipe 7 are on same position, on this center, insert a grout pipe 9 again, and make grout pipe 9 parallel with four vertical drainage plates 6, namely their central axis parallels.Horizontal drain pipe is middle transfer passage, as long as its selection ensures that draining is unimpeded, in specific implementation process, horizontal drain pipe can adopt diameter to be the horizontal drain pipe of 50mm.
In the present embodiment, the inwall of experimental box body is provided with the side plate 18 be made up of polytetrafluoroethylene (PTFE), for reducing the test soil body and the frictional force of experimental box body when sedimentation, the bottom of experimental box body is provided with an osculum 19, control whether to discharge the waste water in experimentation by the 8th control valve 208, the bottom of experimental box body is also connected with vacuum fairlead 22, one end of vacuum fairlead 22 is inserted in the test soil body be positioned in container cavity 12, the other end of this vacuum fairlead 22 is connected with the 3rd vacuum meter 13 of the vacuum pressure for the testing experiment soil body by the 7th control valve 207.The sensor frame 11 be made up of the vertical rod of multiple spring slide formula is provided with in container cavity 12, sensor frame 11 is provided with soil pressure sensor and pore water pressure sensor, the outlet terminal 14 of these sensors by experiment on casing is connected with the resistance strain gauge of outside, the data that the resistance strain gauge of these outsides obtains for reading the sensor.
In the present embodiment, the drainage pipeline of low-pressure drainage system is made up of draining elastic hose 4 and draining rigid conduit 3, one end of draining elastic hose 4 is connected with the first horizontal drain pipe 7, the other end of draining elastic hose 4 is connected with draining rigid conduit 3, this draining rigid conduit 3 is connected with the first vacuum meter 2 of the vacuum pressure for Measuring Vacuum 1 by the 4th control valve 204.The grout lines of vacuum cementation system is made up of with grouting rigid conduit 16 elastic hose 5 that is in the milk, one end of grouting elastic hose 5 is communicated with the top of grout pipe 9, the other end of grouting elastic hose 5 is connected with one end of grouting rigid conduit 16, this grouting rigid conduit 16 is connected with the second vacuum meter 15 for the controlled grouting time started by the first control valve 201, grouting rigid conduit 16 is provided with the second control valve 202, the other end of grouting rigid conduit 16 is connected with grouting pump 17 by the 6th control valve 206, wherein, 6th control valve 206, second control valve 202 and the first control valve 201 are along slurry stream to being distributed on described grouting rigid conduit successively, grouting pump 17 is also connected with one for determining the first grouting pressure table 211 of grouting end time, when the value on this table is equal to or greater than the grouting pressure of setting, grouting pump 17 stops grouting automatically.In specific implementation process, grouting rigid conduit 16 is also connected with one for measuring the second grouting pressure table 212 of the vacuum pressure of the slurries poured in container cavity 12, value by reading the second grouting pressure table 212 in implementation process manually terminates grouting, now needs closedown the 6th control valve 206.Here the first control valve 201, second control valve 202, the 4th control valve 204, the 6th control valve 206, the 7th control valve 207 and the 8th control valve 208 all adopt pressure-control valve.
In specific implementation process, vertical drainage plate 6 is connected with the second horizontal drain pipe 8, second horizontal drain pipe 8 is communicated with bottom discharge pipeline 24, the discharge ends of bottom discharge pipeline 23 is communicated with the discharge outlet of draining rigid conduit 3 by the 5th control valve 205, close the 3rd control valve 203 during experiment, unlatching the 5th control valve 205 and the 7th control valve 207 carry out bottom vacuum precompressed or bottom vacuum grouting experiment.Here the 3rd control valve 203 and the 5th control valve 205 all adopt pressure-control valve.
Embodiment 2:
The present embodiment proposes a kind for the treatment of of soft foundation experimental technique, and it specifically comprises the following steps:
1. according to the experiment content carried out in the inside dimension of the container cavity in treatment of soft foundation experimental provision, treatment of soft foundation experimental provision and the model theory of similarity, determine that the vertical drainage plate in treatment of soft foundation experimental provision is inserted into the test degree of depth of the soil body, the width of vertical drainage plate and is inserted into the spacing between the adjacent two blocks of vertical drainage plates in the test soil body.In the present embodiment, the scope of the height of vertical drainage plate is 1000mm ~ 1400mm, and the scope of the width of vertical drainage plate is 40mm ~ 100mm, and the spacing range between adjacent two blocks of vertical drainage plates is 300mm ~ 400mm.
If when the experimental result of carrying out at this experimental provision being generalized in Practical Project, the spacing between the degree of depth in the actual pending soil body, the width of vertical drainage plate and the adjacent two blocks of vertical drainage plates being inserted in the actual pending soil body can be inserted into according to vertical drainage plate in the model theory of similarity and actual requirement of engineering determination Practical Project.In the present embodiment, vertical drainage plate is inserted into the length that the degree of depth testing the soil body is the vertical drainage plate in this experimental provision, and the vertical drainage plate degree of depth be inserted in the actual pending soil body is the length of the vertical drainage plate in Practical Project.
2. pending artificial manipulated soil is filled in the container cavity in treatment of soft foundation experimental provision, and on sensor frame, fix soil pressure sensor and pore water pressure sensor, then by this sensor placement in pending artificial manipulated soil, native sand separation film is covered with again on the surface of pending artificial manipulated soil, soil sand separation film is close to pending artificial manipulated soil, with the sedimentation simultaneously of artificial manipulated soil in experimentation.
3. be inserted into the degree of depth of the test soil body according to the height of vertical drainage plate in treatment of soft foundation experimental provision, vertical drainage plate and be inserted into the spacing of adjacent two blocks of vertical drainage plates of the test soil body, multiple vertical drainage plate is laid in pending artificial manipulated soil, the first horizontal drain pipe is laid again on native sand separation film, each vertical drainage plate is connected with the first horizontal drain pipe, first horizontal drain pipe is communicated with drainage pipeline, the vavuum pump of the discharge outlet of drainage pipeline with experimental box body outside is connected.
4. in pending artificial manipulated soil, many grout pipes are inserted, every root grout pipe is made to be positioned at the middle position in the region that multiple vertical drainage plate surrounds, and make every root grout pipe parallel with multiple vertical drainage plate, namely their central axis parallels, then every root grout pipe is communicated with grout lines, and on grout lines, connect the second vacuum meter, finally the grouting pump of the pulp inlet of grout lines with experimental box body outside is connected, and on grouting pump, connects the first grouting pressure table.
5. on native sand separation film, one deck sand is covered, and make this layer of sand cover the draining elastic hose in the first horizontal drain pipe, drainage pipeline and the grouting elastic hose in grout lines, on this layer of sand, cover thin film again to form vacuum state under film, and side arranges the displacement meter for measuring test soil body settling amount on the thin film.
6. utilize horizontal drain pipe, vertical drainage plate, vavuum pump, grout pipe and grouting pump etc. to process pending artificial manipulated soil, obtain the artificial manipulated soil after vacuum grouting process, detailed process is as follows:
-1 6., be inserted into the degree of depth of the test soil body according to vertical drainage plate, determine that grout pipe is inserted into the degree of depth of pending artificial manipulated soil , in specific implementation process, generally get , the degree of depth being inserted into pending artificial manipulated soil according to grout pipe calculates the soil pressure mean value suffered by grout pipe, is designated as , wherein for vertical drainage plate is inserted into the degree of depth of the test soil body, in implementation process, experimenter is according to formulae discovery known in soil mechanics .
-2 6. the soil pressure mean value, suffered by the grout pipe in treatment of soft foundation experimental provision, calculates grouting pressure, is expressed as: , wherein, for the coefficient of friction between pending artificial manipulated soil and grout pipe, relevant with the material of grout pipe and pending artificial manipulated soil, its value can be obtained by the experience of consulting handbook or experimentally personnel, for the overall diameter of grout pipe, for the cross-sectional area of grout pipe, , for covering the quality of the sand on native sand separation film.
6.-3, the 4th control valve, the 3rd control valve, the second control valve and vavuum pump is opened, close the 5th control valve and the first control valve, by vavuum pump, drainage pipeline, horizontal drain pipe and vertical drainage plate, drainage sunk well is carried out to pending artificial manipulated soil, the vacuum pressure show value of Real-Time Monitoring second vacuum meter in drainage procedure, so that the time started of controlled grouting.
6.-4, determine according to the second vacuum meter the time started of being in the milk, when the scope of its value is at-40kPa ~-30kPa, open grouting pump, the 6th control valve and the first control valve, slurries in stock tank are circulated in pending artificial manipulated soil by grout lines and grout pipe by grouting pump, read the value of the display of the displacement meter before starting of being in the milk simultaneously, this value is the soil body settling amount before grouting, and after grouting a period of time, the vacuum pressure value of the second vacuum meter levels off to 0, stops grouting.
The amount of the displacement 6.-5, moved up according to the first grouting pressure table or the soil body or the slurry that injects container cavity determines the end time of being in the milk: when the value of the first grouting pressure table is equal to or greater than time or the displacement that moves up of the soil body be equal to or greater than the grouting that 6. step obtain in-4 before the soil body settling amount time or the amount of slurry of injecting container cavity when reaching the designing requirement of experiment, close grouting pump, grouting terminates, and stops grouting, performs step 6.-6; Otherwise, return step 6.-4 continuation execution.
-6 6., according to the displacement meter determination vavuum pump out-of-work time: when the rate of change of the soil body settling amount that displacement meter shows continue to be less than 0.1mm/h reach more than 4 hours time, close vavuum pump, complete the vacuum grouting process to artificial manipulated soil.
In experimentation, experimenter can read the soil body data that resistance strain gauge is recorded by soil pressure sensor and pore water pressure sensor at any time, and analyzes the characteristic variations situation of artificial manipulated soil in vacuum grouting processing procedure according to these soil body data.

Claims (7)

1. a treatment of soft foundation experimental provision, is characterized in that: comprise experimental box body, low-pressure drainage system and vacuum cementation system; Described experimental box body has one for placing the container cavity of the test soil body; Described low-pressure drainage system forms primarily of multiple vertical drainage plate, the first horizontal drain pipe, drainage pipeline and vavuum pump, multiple described vertical drainage plates and the first described horizontal drain pipe are positioned at described container cavity, the top of multiple described vertical drainage plate is connected with the first described horizontal drain pipe respectively, described drainage pipeline is communicated with the first described horizontal drain pipe through described experimental box body, and the discharge outlet of described drainage pipeline is connected with described vavuum pump; Described vacuum cementation system forms primarily of grout pipe, grout lines and grouting pump, described grout pipe is positioned at described container cavity, described grout pipe is positioned at the middle position in the region that multiple described vertical drainage plate surrounds, described grout lines is communicated with described grout pipe through described experimental box body, and the pulp inlet of described grout lines is connected with described grouting pump;
Described grout lines is made up of with grouting rigid conduit the elastic hose that is in the milk, the pulp inlet of described grouting elastic hose is communicated with the grout outlet of described grouting rigid conduit, the grout outlet of described grouting elastic hose is communicated with the top of described grout pipe, the pulp inlet of described grouting rigid conduit is connected with described grouting pump by the 6th control valve, described grouting rigid conduit is connected with the second vacuum meter for the controlled grouting time started by the first control valve, described grouting rigid conduit is provided with the second control valve, the 6th described control valve, the second described control valve and the first described control valve are along slurry stream to being distributed on described grouting rigid conduit successively, described grouting pump is connected with the first grouting pressure table,
Described drainage pipeline is made up of draining elastic hose and draining rigid conduit, the water inlet of described draining elastic hose is communicated with the first described horizontal drain pipe, the discharge outlet of described draining elastic hose is communicated with the water inlet of described draining rigid conduit, and the discharge outlet of described draining rigid conduit is connected with described vavuum pump by the 3rd control valve;
The bottom of multiple described vertical drainage plate is connected with the second horizontal drain pipe, the second described horizontal drain pipe is positioned at described container cavity, the second described horizontal drain pipe is connected with bottom discharge pipeline, the water inlet of described bottom discharge pipeline is communicated with the second described horizontal drain pipe through described experimental box body, and the discharge outlet of described bottom discharge pipeline is communicated with the discharge outlet of described draining rigid conduit by the 5th control valve.
2. a kind for the treatment of of soft foundation experimental provision according to claim 1, it is characterized in that: in described container cavity, be provided with the sensor frame be made up of the vertical rod of multiple spring slide formula, described sensor frame is near the inwall of described experimental box body, and described sensor frame is provided with for measuring the soil pressure sensor of test soil body soil pressure and the pore water pressure sensor for measuring test soil mass water pressure.
3. a kind for the treatment of of soft foundation experimental provision according to claim 1, is characterized in that: described vavuum pump is connected with the first vacuum meter of the vacuum pressure for measuring described vavuum pump by the 4th control valve.
4. a kind for the treatment of of soft foundation experimental provision according to claim 3, it is characterized in that: the bottom of described experimental box body is connected with vacuum fairlead, one end of described vacuum fairlead is inserted in the test soil body be positioned in described container cavity, and the other end of described vacuum fairlead is connected with the 3rd vacuum meter of the vacuum pressure for the testing experiment soil body by the 7th control valve.
5. a treatment of soft foundation experimental technique, is characterized in that: comprise the following steps:
1. according to the requirement of the experiment content carried out in the inside dimension of the container cavity in treatment of soft foundation experimental provision, treatment of soft foundation experimental provision and the model theory of similarity, the spacing determine the degree of depth that the vertical drainage plate in treatment of soft foundation experimental provision is inserted into the test soil body, being inserted in the test soil body between adjacent two blocks of vertical drainage plates and the width of vertical drainage plate;
2. pending artificial manipulated soil is filled in the container cavity in treatment of soft foundation experimental provision, and on sensor frame, fix soil pressure sensor and pore water pressure sensor, then by this sensor placement in pending artificial manipulated soil, then be covered with native sand separation film on the surface of pending artificial manipulated soil;
3. the degree of depth of the test soil body is inserted into according to the vertical drainage plate in treatment of soft foundation experimental provision, be inserted into the spacing between the adjacent two blocks of vertical drainage plates in the test soil body and the width of vertical drainage plate, multiple vertical drainage plate is inserted in pending artificial manipulated soil, each vertical drainage plate is made just to enter into pending artificial manipulated soil completely, the first horizontal drain pipe is laid again on native sand separation film, each vertical drainage plate is connected with the first horizontal drain pipe, first horizontal drain pipe is communicated with drainage pipeline, the vavuum pump of the discharge outlet of drainage pipeline with experimental box body outside is connected,
4. in pending artificial manipulated soil, many grout pipes are inserted, every root grout pipe is made to be positioned at the middle position in the region that multiple vertical drainage plate surrounds, then every root grout pipe is communicated with grout lines, and on grout lines, connect the second vacuum meter, finally the grouting pump of the pulp inlet of grout lines with experimental box body outside is connected, and on grouting pump, connects the first grouting pressure table; 5. on native sand separation film, one deck sand is covered, and make this layer of sand cover the draining elastic hose in the first horizontal drain pipe, drainage pipeline and the grouting elastic hose in grout lines, on this layer of sand, cover thin film again to form vacuum state under film, and side arranges the displacement meter for measuring test soil body settling amount on the thin film;
6. utilize horizontal drain pipe, vertical drainage plate, vavuum pump, grout pipe and grouting pump to process pending artificial manipulated soil, obtain the artificial manipulated soil after vacuum grouting process.
6. a kind for the treatment of of soft foundation experimental technique according to claim 5, it is characterized in that: described step 1. in the vertical drainage plate scope of the degree of depth that is inserted into the test soil body be 1000mm ~ 1400mm, the scope of the spacing between the described adjacent two blocks of vertical drainage plates being inserted into the test soil body is 300mm ~ 400mm, and the scope of the width of described vertical drainage plate is 40mm ~ 100mm.
7. a kind for the treatment of of soft foundation experimental technique according to claim 6, is characterized in that: described step detailed process is 6.:
-1 6., be inserted into the degree of depth of the test soil body according to vertical drainage plate, determine the degree of depth L of the grout pipe be inserted in pending artificial manipulated soil s, then according to L scalculate the soil pressure mean value suffered by grout pipe, be designated as q s;
-2 6. the soil pressure mean value calculation grouting pressure, suffered by grout pipe, is designated as p, wherein, f is the coefficient of friction between pending artificial manipulated soil and grout pipe, and D is the overall diameter of grout pipe, A dfor the cross-sectional area of grout pipe, A d=π D 2/ 4, w cfor covering the quality of the sand on native sand separation film;
6.-3, the 4th control valve, the 3rd control valve, the second control valve and vavuum pump is opened, close the 5th control valve and the first control valve, by vavuum pump, drainage pipeline, horizontal drain pipe and vertical drainage plate, drainage sunk well is carried out to pending artificial manipulated soil, the vacuum pressure show value of Real-Time Monitoring second vacuum meter in drainage procedure, so that the time started of controlled grouting;
6.-4, determine according to the second vacuum meter the time started of being in the milk, when the scope of its value is at-40kPa ~-30kPa, open grouting pump, the 6th control valve and the first control valve is made to stay open state, slurries in stock tank are circulated in pending artificial manipulated soil by grout lines and grout pipe by grouting pump, read in the value of the display of the displacement meter before starting of being in the milk simultaneously, this value is the soil body settling amount before grouting, after grouting a period of time, the vacuum pressure value of the second vacuum meter levels off to 0, stops grouting;
The amount of the displacement 6.-5, moved up according to the first grouting pressure table or the soil body or the slurry that injects container cavity determines the end time of being in the milk: when the value of the first grouting pressure table is equal to or greater than p or when the displacement that moves up of the soil body is equal to or greater than the soil body settling amount of step 6. before-4 grouting obtained or when the amount of slurry injecting container cavity reaches the designing requirement of experiment, close grouting pump, grouting terminates, stop grouting, perform step 6.-6; Otherwise, return step 6.-4 continuation execution;
-6 6., according to the displacement meter determination vavuum pump out-of-work time: when the rate of change of the soil body settling amount that displacement meter shows continue to be less than 0.1mm/h reach more than 4 hours time, close vavuum pump, complete the vacuum grouting process to artificial manipulated soil.
CN201310244343.8A 2013-06-18 2013-06-18 Soft foundation treatment experiment device and method Expired - Fee Related CN103336105B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310244343.8A CN103336105B (en) 2013-06-18 2013-06-18 Soft foundation treatment experiment device and method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310244343.8A CN103336105B (en) 2013-06-18 2013-06-18 Soft foundation treatment experiment device and method

Publications (2)

Publication Number Publication Date
CN103336105A CN103336105A (en) 2013-10-02
CN103336105B true CN103336105B (en) 2015-03-25

Family

ID=49244309

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310244343.8A Expired - Fee Related CN103336105B (en) 2013-06-18 2013-06-18 Soft foundation treatment experiment device and method

Country Status (1)

Country Link
CN (1) CN103336105B (en)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104865371B (en) * 2015-05-22 2017-12-29 长沙学院 Reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action
CN105571849B (en) * 2015-12-29 2020-03-31 温州大学 Instrument and method for testing water flow of drainage plate under soil pressure
CN105891085A (en) * 2016-04-13 2016-08-24 天津大学 MICP (microbiologically induced calcium carbonate precipitation) cementing test device
CN106153860B (en) * 2016-06-24 2019-03-22 河海大学 A kind of device and method of one-dimensional microorganism grouting and reinforcing silt test
CN107085085B (en) * 2017-03-06 2018-04-17 安徽理工大学 Hydro-thermal power THM coupling manual pipe jacking disturbed soil grouting test device and method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1793525A (en) * 2006-01-05 2006-06-28 江苏南水土建工程公司 Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method
CN101215832A (en) * 2007-12-29 2008-07-09 中交水运规划设计院有限公司 Directly discharging type vacuum prepressing ground foundation treatment method
CN101220588A (en) * 2007-01-09 2008-07-16 同济大学 Soft base processing method
CN103031835A (en) * 2012-12-28 2013-04-10 宁波高新区围海工程技术开发有限公司 Method for increasing foundation bearing capacity
CN203320581U (en) * 2013-06-18 2013-12-04 浙江工业大学 Experiment device for soft foundation treatment

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1793525A (en) * 2006-01-05 2006-06-28 江苏南水土建工程公司 Novel method for reinforcing deep soft foundition-cencrete core sand stone pile compound foundition method
CN101220588A (en) * 2007-01-09 2008-07-16 同济大学 Soft base processing method
CN101215832A (en) * 2007-12-29 2008-07-09 中交水运规划设计院有限公司 Directly discharging type vacuum prepressing ground foundation treatment method
CN103031835A (en) * 2012-12-28 2013-04-10 宁波高新区围海工程技术开发有限公司 Method for increasing foundation bearing capacity
CN203320581U (en) * 2013-06-18 2013-12-04 浙江工业大学 Experiment device for soft foundation treatment

Also Published As

Publication number Publication date
CN103336105A (en) 2013-10-02

Similar Documents

Publication Publication Date Title
CN103336105B (en) Soft foundation treatment experiment device and method
CN102707034A (en) Indoor model testing device and testing method employing air-pressure splitting vacuum preloading method
CN102587352A (en) Hot-water draining consolidation processing device and hot-water draining consolidating processing method for soft soil foundation
CN104878739B (en) Drainage material assembly capable of being transversely connected with plastic drainage boards and method for constructing drainage material assembly
CN104569341A (en) Vacuum preloading and electroosmosis combined testing device and vacuum preloading and electroosmosis combined testing method
CN102733371A (en) Closed direct-sucking sectional vacuum preloading foundation treatment method
CN105239555A (en) Method for treating soft soil foundation through combination of bagged grouting gravel pile and vacuum preloading
CN109208575A (en) A kind of method of medicament-horizontal vacuum joint reinforcement high-moisture percentage saturated dredger soft soil
CN103031835A (en) Method for increasing foundation bearing capacity
CN203320581U (en) Experiment device for soft foundation treatment
CN104264719A (en) Vacuum preloading indoor model testing apparatus
CN201785743U (en) Vacuum preloading consolidated soft soil foundation for combining sand wells and water discharging plates
CN206618667U (en) It is a kind of to be used for the experimental rig of property evolution under simulation concrete cut-pff wall Service Environment
CN106013046B (en) Varying stress path well point plastic strip vacuum preloading seepage consolidation hierarchical loading method
CN105926577B (en) Vacuum preloading seepage consolidation method
CN205917685U (en) Integral type well dotted arranges vacuum system
CN205917709U (en) Integral type well dotted arranges house steward vacuum system
CN209227511U (en) A kind of blowing-filling sludge soft base treatment device
CN104805823A (en) Large-scale model test device for supercharged vacuum prepressing and electro-osmosis combined treatment for soft soil foundation
CN105970909B (en) Well point plastic strip vacuum preloading seepage consolidation joint precipitating, pre-pressing dynamic consolidation method
CN206512698U (en) A kind of layer of blowing-filling sludge superficial recently Quick uniform processing structure
CN206460049U (en) A kind of buried stratum high-pressure slip-casting simulation test device
CN107460867B (en) Rapid adjusting method for circulating slurry performance
CN106677158B (en) A kind of blowing-filling sludge superficial layer Quick uniform processing method and structure recently
CN205917682U (en) Soft soil foundation integral type well dotted arranges vacuum system

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20150325

Termination date: 20160618

CF01 Termination of patent right due to non-payment of annual fee