CN104865371B - Reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action - Google Patents
Reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action Download PDFInfo
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- CN104865371B CN104865371B CN201510267113.2A CN201510267113A CN104865371B CN 104865371 B CN104865371 B CN 104865371B CN 201510267113 A CN201510267113 A CN 201510267113A CN 104865371 B CN104865371 B CN 104865371B
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Abstract
The present invention relates to a kind of soft foundation processing technology field, more particularly, to reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action.The experimental provision includes casing, low-pressure drainage system and test system, two dividing plates are provided with casing, casing is separated two water chambers and an accommodating chamber for being used to accommodate the experiment soil body by described two dividing plates, described two water chambers are located at the opposite sides of the accommodating chamber respectively, wherein, the dividing plate is provided with multiple water seepage holes, the water chamber is connected with the accommodating chamber by water seepage hole, for hydrogeologic condition in accurate effectively simulation Practical Project, low-pressure drainage system discharge tests the moisture in the soil body and makes experiment soil solidifying, test system collects the various data in the experiment for research, science data are provided for theoretical research, promotion is furtherd investigate to concretion of soft foundation processing mode under vacuum action.
Description
Technical field
The present invention relates to a kind of soft foundation processing technology field, more particularly, to reinforcing soft foundation experiment dress under a kind of vacuum action
Put and experimental method.
Background technology
China is riverine, along the river, along the lake and coastal area is widely distributed soft soil foundation, rapidly increase with national economy and
The extension in city, Industrial and Civil Engineering, traffic engineering all inevitably occur increasingly with these soft soil foundations
Close common factor.To ensure engineering construction quality and battalion's safety, reinforcing soft foundation is indispensable, and vacuum method is a kind of row
Effective soft base processing method, application at home and abroad above achieved compared with ten-strike, but soft soil consolidation mechanism under vacuum action
Dispute also be present, seriously govern the popularization of concretion of soft foundation processing mode under vacuum action.
In order to study concretion of soft foundation mechanism under vacuum action, the theoretical research and experiment of system are carried out to soft base processing method
Research turns into essential research meanses, and many scholars propose soft soil consolidation mechanism under many vacuum actions now, but existing
Some experimental provisions are tested indoors, it is impossible to hydrogeologic condition in accurate effectively simulation Practical Project, make most experiment
Emphasis be that weak soil is a certain or the changing rule and final effect of several parameters under vacuum action, be not enough to support vacuum
The theoretical research of the lower concretion of soft foundation mechanism of effect, therefore numerous theoretical research results is all because without scientific and effective experimental provision
And scientific validation can not be obtained, influence the research to concretion of soft foundation under vacuum action.
The content of the invention
(1) technical problems to be solved
It is an object of the invention to provide one kind can accurately simulate hydrogeologic condition in Practical Project, and simple in construction
Reinforcing soft foundation experimental provision under vacuum action, every accurate parameter of the soil body is tested in being tested, to solve existing vacuum
The experimental provision of the lower concretion of soft foundation mechanism of effect, it is not enough to support the theoretical research problem of concretion of soft foundation mechanism under vacuum action.
(2) technical scheme
In order to solve the above-mentioned technical problem, the invention provides reinforcing soft foundation experimental provision under a kind of vacuum action, including：
Casing, the casing is interior to be provided with two dividing plates, and casing is separated two water chambers and a use by described two dividing plates
In accommodate experiment the soil body accommodating chamber, described two water chambers respectively be located at the accommodating chamber opposite sides, wherein, it is described every
Plate is provided with multiple water seepage holes, and the water chamber is connected with the accommodating chamber by water seepage hole；
Low-pressure drainage system, including vertical drainage part, horizontal drainage part, diaphragm seal, aqueous vapor separating bottle and vavuum pump, are holding
Receive described in intracavitary test the soil body above be equipped with layer of sand, the diaphragm seal is layed on the layer of sand, for by layer of sand, experiment
The soil body is separated with air, and the vertical drainage part is inserted in the experiment soil body vertically, and the horizontal drainage part is arranged at paving
It is located in the layer of sand, and the horizontal drainage part is connected by connecting tube with the vavuum pump, the aqueous vapor separating bottle is set
In in the connecting tube, wherein, it is respectively equipped with multiple treatment holes on the vertical drainage part and horizontal drainage part；
Test system, including the first pore pressure gauge, the second pore pressure gauge, the 3rd pore pressure gauge, first
Vacuum meter, the second vacuum meter, the 3rd vacuum meter and data collecting instrument, first vacuum meter is inserted in the layer of sand, described
Second vacuum meter is inserted in the experiment soil body, and the 3rd vacuum meter is arranged on the aqueous vapor separating bottle, and described first
Pore pressure gauge, the second pore pressure gauge and the 3rd pore pressure gauge respectively positioned at it is described experiment the soil body bottom, in
Portion and top, and first pore pressure gauge, the second pore pressure gauge, the 3rd pore pressure gauge are adopted with the data
Collect instrument connection.
Preferably, also it is embedded with along its horizontal direction in the experiment soil body for embodying experiment soil body horizontal direction each point
The textured fibre of sedimentation and deformation situation.
Preferably, three layers of textured fibre are embedded with altogether along its vertical direction in the experiment soil body.
Preferably, geotextiles are coated with outside the dividing plate, vertical drainage part and horizontal drainage part.
Preferably, the inwall of the accommodating chamber and water chamber is provided with scale.
Preferably, the vertical drainage part is evenly distributed on the drainpipes tested in the soil body, the level for nine
Drainage element is layed in " day " font drainpipe in the layer of sand for level.
Preferably, control valve is provided with the connecting tube between the aqueous vapor separating bottle and vavuum pump.
Preferably, a side wall of the accommodating chamber is removably connected on the bottom plate and two dividing plates of accommodating chamber.
Preferably, the baffle plate that can slide up and down is additionally provided with dividing plate described in the water chamber inner close fitting, is accommodated for controlling
The connected state of chamber and water chamber.
Present invention also offers reinforcing soft foundation experimental method under a kind of vacuum action, comprise the following steps：
Soft subgrade soil body chi in S1, the principle for meeting according to experimental model and Practical Project prototype the theory of similarity and Practical Project
Very little and level of ground water height, it is determined that height of water level in experiment soil body size and water chamber；
S2, by overburden soil work cloth on the dividing plate between accommodating chamber and water chamber, and will coat geotextiles vertical drainage part
It is inserted into accommodating chamber, then the experiment soil body gathered in Practical Project is loaded into accommodating chamber, existed successively during filling
The first pore pressure gauge, the second pore pressure gauge and the 3rd pore water pressure are installed in the bottom, middle part and top for testing the soil body
Power meter, plugs the second vacuum meter in the soil body is tested, and by the first pore pressure gauge, the second pore pressure gauge, the 3rd hole
Gap WG is connected with data collecting instrument, then re-lays layer of sand, and the level that will be coated with geotextiles on the experiment soil body
Drainage element is embedded in layer of sand, and the first vacuum meter is inserted in layer of sand；
S3, seal groove is dug along receiving cavity wall on layer of sand, diaphragm seal is covered into layer of sand, the surrounding of diaphragm seal is embedded into
In seal groove, fill up seal groove with clay and tamp, horizontal drainage part is then passed through into connecting tube and aqueous vapor separating bottle and vacuum
Pump is connected, and the 3rd vacuum meter is installed on aqueous vapor separating bottle；
S4, the water chamber injection water by both sides, reach the height of water level determined in S1；
S5, vavuum pump is opened, a vacuum meter data, pore water pressure number were read every five minutes in the experiment starting stage
According to, waterlevel data, soil body surface deformation data, make a record；When aqueous vapor separates termination of pumping when bottle pressure reaches more than 90kPa and closes
The control valve closed between aqueous vapor separating bottle and vavuum pump, when aqueous vapor separation bottle pressure is less than 80kPa, turn on pump pressurizes again, in experiment
Stage phase and later stage, the time interval of data is read depending on the sedimentation and deformation of the experiment soil body and pore pressure change；
S6, the off-test when rate of settling for testing the soil body is less than 1mm/h, arrange data and carry out data analysis.
(3) beneficial effect
The above-mentioned technical proposal of the present invention has the following advantages that：Treatment of soft foundation experiment dress under vacuum action provided by the invention
Put including casing, low-pressure drainage system and test system, the casing is interior to be provided with two dividing plates, and described two dividing plates divide casing
Every the accommodating chamber that two water chambers and one are used to accommodate the experiment soil body, described two water chambers are respectively positioned at the accommodating chamber
Opposite sides, wherein, the dividing plate is provided with multiple water seepage holes, and the water chamber is connected with the accommodating chamber by water seepage hole,
For hydrogeologic condition in accurate effectively simulation Practical Project, low-pressure drainage system discharge tests the moisture in the soil body and makes reality
Soil solidifying is tested, test system collects the various data in the experiment for research, and science data are provided for theoretical research, promotes
Concretion of soft foundation processing mode under vacuum action is furtherd investigate.
Brief description of the drawings
Fig. 1 is internal structure schematic diagram when reinforcing soft foundation experimental provision uses under vacuum action of the embodiment of the present invention；
Fig. 2 is the box structure diagram of reinforcing soft foundation experimental provision under vacuum action of the embodiment of the present invention；
Fig. 3 is the horizontal drainage part schematic diagram of reinforcing soft foundation experimental provision under vacuum action of the embodiment of the present invention.
In figure：1：Casing；11：Accommodating chamber；12：Water chamber；2：Low-pressure drainage system；21：Vertical drainage part；22：It is horizontal
Drainage element；23：Aqueous vapor separating bottle；24：Connecting tube；25：Vavuum pump；26：Diaphragm seal；3：Test system；31：Data collecting instrument；
32：First vacuum meter；33：Second vacuum meter；34：3rd vacuum meter；35：First pore pressure gauge；36：Second pore water pressure
Power meter；37：3rd pore pressure gauge；4：Test the soil body；5：Layer of sand；6：Clay；7：Textured fibre；8：Water.
Embodiment
To make the purpose, technical scheme and advantage of the embodiment of the present invention clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is
The part of the embodiment of the present invention, rather than whole embodiments.Based on the embodiment in the present invention, ordinary skill people
The every other embodiment that member is obtained on the premise of creative work is not made, belongs to the scope of protection of the invention.
As shown in figure 1, reinforcing soft foundation experimental provision under vacuum action provided in an embodiment of the present invention, including casing 1, vacuum
Drainage system 2 and test system 3, the casing 1 is interior to be provided with two dividing plates 13, and casing 1 is separated two water chambers by two dividing plates 13
12 and one be used for accommodate experiment the soil body 4 accommodating chamber 11, two water chambers 12 respectively be located at accommodating chamber 11 opposite sides, its
In, dividing plate 13 is provided with multiple water seepage hole (not shown)s, and water chamber 12 is connected with accommodating chamber 11 by water seepage hole, for inciting somebody to action
Water 8 in water chamber 12 is penetrated into accommodating chamber 11 in the experiment soil body 4.
Low-pressure drainage system 2 includes vertical drainage part 21, horizontal drainage part 22, diaphragm seal 26, aqueous vapor separating bottle 23 and true
Empty pump 25, the top of the experiment soil body 4 is equipped with the layer of sand 5 for draining in accommodating chamber 11, and diaphragm seal 26 is layed in sand
On layer 5, for layer of sand 5, the experiment soil body 4 to be separated with air, wherein, vertical drainage part 21 is inserted in is seated in accommodating chamber vertically
In the experiment soil body 4 in 11, horizontal drainage part 22 is embedded in layer of sand 5, wherein, on vertical drainage part 21 and horizontal drainage part 22
Multiple treatment hole (not shown)s are respectively equipped with, for the water filtration in the soil body 4 will to be tested to vertical drainage part 21 and level
In drainage element 22, horizontal drainage part 22 is connected by connecting tube 24 with vavuum pump 25, and vavuum pump 25 is tested in the soil body 4 to filter out
Moisture provides power, and aqueous vapor separating bottle 23 is arranged between vavuum pump 25 and horizontal drainage part 22 in connecting tube 24, for that will filter
The aqueous vapor separation gone out, wherein, it is as shown in Figures 2 and 3, vertical in experiment according to the selection and setting of drainage element in Practical Project
Drainage element 21 can be nine vertical drainpipe compositions, and nine drainpipes are uniformly distributed in the experiment soil body, test collection
The scope of soil body reclaimed water is bigger；Same horizontal drainage part 22 be " day " font drainpipe, the middle part of horizontal drain pipe 22 provided with
For the mouth of pipe being connected with vavuum pump 25.Vertical drainage part 21 and horizontal drainage part 22 can also select drain bar, in experiment soil
Four pieces of drain bars are plugged in body 4, tile one piece of drain bar in layer of sand 5, so as to larger range of with testing the soil body 4 and sand
Layer 5 contacts, and filters out moisture faster.
Test system include the first pore pressure gauge 35, the second pore pressure gauge 36, the 3rd pore pressure gauge 37,
First vacuum meter 32, the second vacuum meter 33, the 3rd vacuum meter 34 and data collecting instrument 31, wherein, the first vacuum meter 32 is inserted in
In layer of sand 5, for measuring 26 times vacuums of diaphragm seal, the second vacuum meter 33 is inserted in the experiment soil body 4, for testing one in soil
Determine depth vacuum, the 3rd vacuum meter 34 is arranged on aqueous vapor separating bottle 23, for monitoring the vacuum in connecting tube 24, just
In the situation according to air pressure herein, the working condition of vavuum pump 25 is controlled, reduces unnecessary waste, the first pore pressure gauge
35th, the second pore pressure gauge 36 and the 3rd pore pressure gauge 37 are located at bottom, middle part and the top of the experiment soil body 4 respectively,
For the pore water pressure force value of different depth in the test experiments soil body 4, the first pore pressure gauge 35, the second pore pressure gauge
36th, the 3rd pore pressure gauge 37 is connected with data collecting instrument 31, and the data gathered are shown on data collecting instrument 31 in real time
And store.
In an experiment, the sedimentation and deformation degree for testing each point in the horizontal direction of the soil body 4 has difference, in order to grasp level
The sedimentation and deformation situation of each point on direction, it is preferable that as shown in figure 1, burying textured fibre 7, textured fibre in the soil body 4 is tested
7 according to the sedimentation and deformation degree of the experiment each point of the soil body 4, can embody the final deformation state of each point, after experiment terminates, directly
Observation can be obtained by the sedimentation and deformation data for testing each point of the soil body 4 according to the deformation condition of textured fibre 7, and record data is used for
Experimental analysis, it is preferable that textured fibre 7 is the netted textured fibre layer of multiple textured fibre bar compositions, is paved with completely in experiment
The whole cross section of the soil body 4, textured fibre bar diameter is smaller, does not influence the filtering of moisture.
In order to obtain testing the cross-sectional deformation situation of different depth on the vertical direction of the soil body 4, it is preferable that as shown in figure 1,
Three layers of textured fibre 7 are laid in the soil body 4 is tested, because the experiment deformation of bottom of the soil body 4 is smaller, so preferably selecting three layers
Textured fibre 7 is laid on the position more than middle part of the experiment soil body 4.
In order to prevent testing the treatment hole on the soil body or sand blocking vertical drainage part 21 and horizontal drainage part 22 and receiving
Chamber 11 and the water seepage hole on the space bar 13 of water chamber 12, it is preferable that in vertical drainage part 21 and the outer cladding of horizontal drainage part 22
Geotextiles, prevent the experiment soil body in addition to water or sand entrance.
For each item data in simple accurately record experiment, the timely progress for grasping experiment, it is preferable that in accommodating chamber
11 and the inwall of water chamber 12 be provided with scale, the filling experiment soil body 4 and fill out pour water 8 when, while scale is observed, in experiment soil
Body 4 and water 8 stop when reaching the height needed for calculating, and record the once experiment He of the soil body 4 at regular intervals in an experiment
The slippage of water 8, for grasping the progress and experimental data of experiment.
In the present embodiment, the soil body 4, observation experiment soil are tested in order in an experiment or after end, open accommodating chamber cutting
The internal modification situation of body 4, it is preferable that a side wall of accommodating chamber 11 be removably connected to accommodating chamber 11 bottom plate and two every
On plate 13, it can specifically be connected by structures such as existing screw, chutes.
According to hydrologic condition different in Practical Project, in order to control confession of the water chamber 12 to the experiment soil body in accommodating chamber 11
Regimen condition, as depicted in figs. 1 and 2, the gear that can slide up and down is set in the dividing plate 13 being close between accommodating chamber 11 and water chamber 12
Plate 14, and the baffle plate 14 is located in water chamber 12, its concrete structure is to be set in the side wall of water chamber 12 for being close to dividing plate 13
The chute to match with baffle plate 14 is put, when needing to forbid water chamber 12 to supply water accommodating chamber 11, in order to ensure the close of accommodating chamber
Feng Xing, baffle plate 14 is slided into the bottom of water chamber 12 along chute, the water seepage hole on dividing plate 13 is blocked completely, prevents water 8 from water seepage hole
Enter in accommodating chamber 11, while play sealing function.
The present embodiment is also directed to above-mentioned experimental provision, there is provided treatment of soft foundation experimental method under a kind of vacuum action, it has
Body comprises the following steps：
Soft subgrade soil body chi in S1, the principle for meeting according to experimental model and Practical Project prototype the theory of similarity and Practical Project
Very little and level of ground water height, it is determined that height of water level in experiment soil body size and water chamber；
S2, by overburden soil work cloth on the dividing plate 13 between accommodating chamber 11 and water chamber 12, and will coat geotextiles it is vertical
Drainage element 21 is inserted into accommodating chamber 11, and then the experiment soil body 4 gathered in Practical Project is loaded into accommodating chamber 11, filling
During the first pore pressure gauge 35, the second pore pressure gauge are installed at the experiment bottom of the soil body 4, middle part and top successively
36 and the 3rd pore pressure gauge 37, plug the second vacuum meter 33 in the soil body 4 is tested, and by the first pore pressure gauge 35,
Second pore pressure gauge 36, the 3rd pore pressure gauge 37 are connected with data collecting instrument 31, are then repaved on the experiment soil body 4
If layer of sand 5, and the horizontal drainage part 22 for being coated with geotextiles is embedded in layer of sand 5, the first vacuum meter 32 is inserted in layer of sand 5
In；
S3, seal groove is dug along the inwall of accommodating chamber 11 on layer of sand 5, diaphragm seal 26 is covered into layer of sand 5, diaphragm seal 26
Surrounding is embedded into seal groove, fills up seal groove with clay 6 and tamps, and horizontal drainage part 22 then is passed through into connecting tube 24 and water
Gas separating bottle 23 and vavuum pump 25 are connected, and the 3rd vacuum meter 34 is installed on aqueous vapor separating bottle 23；
S4, the water chamber 12 of both sides injected into water 8, reach the height of water level determined in S1；
S5, vavuum pump 25 is opened, vacuum meter data, a pore water pressure were read every five minutes in the experiment starting stage
Data, waterlevel data, soil body surface deformation data, make a record；The termination of pumping when the pressure of aqueous vapor separating bottle 23 reaches more than 90kPa
And the control valve closed between aqueous vapor separating bottle 23 and vavuum pump 25, opened again when the pressure of aqueous vapor separating bottle 23 is less than 80kPa
Pump pressurizes, and tests mid-term stage and later stage, and the time interval for reading data regards sedimentation and deformation and the pore pressure change of the experiment soil body 4
Depending on change；
S6, the off-test when rate of settling for testing the soil body 4 is less than 1mm/h, arrange data and carry out data analysis.
According to theory of similarity principle, experiment is highly determined by the soft subgrade soil body size in construction Practical Project and level of ground water
Height of water level in the water chamber 12 of the specific size of the middle experiment soil body 4, accurately to simulate hydrologic condition in Practical Project, is obtained
To accurate, effective experimental data.
Be in the present embodiment by taking roadbed as an example, according to theory of similarity principle, size and experimental model in Practical Project
Size meets ratio H/0.6, corresponding to test the soil body 4 according to ratio such as weak soil thickness about 17m under actual roadbed in Practical Project
Depth take 0.6m, determine to be filled with water apart from weak soil top surface actual size and aforementioned ratio also according to level of ground water in Practical Project
Water level tests soil body top surface size in accommodating chamber 11 in chamber 12, that is, the height of water level in water chamber 12 is determined, in order to improve
Experiment and the similitude in Practical Project, the experiment soil body 4 are the original soil gathered in Practical Project.
Overburden soil work cloth on dividing plate 13 between accommodating chamber 11 and water chamber 12, and geotextiles are arranged at accommodating chamber 12
It is interior, then using the original soil gathered in Practical Project as the experiment soil body 4, it is loaded into accommodating chamber 11, as shown in figure 1, will cladding
The vertical drainage part 21 of geotextiles is inserted into accommodating chamber 11, and successively at bottom, the middle part of the experiment soil body 4 during filling
The first pore pressure gauge 35, the second pore pressure gauge 36 and the 3rd pore pressure gauge 37 are installed with top, in experiment soil
Plug the second vacuum meter 33 in body 4, and by the first pore pressure gauge 35, the second pore pressure gauge 36, the 3rd pore water pressure
Power meter 37 is connected with data collecting instrument 31, when the experiment soil body 4 is filled to apart from top 2cm of vertical drainage part 21 or so, in reality
Test on the soil body 4 and re-lay layer of sand 5, when layer of sand 5 is higher by top 1cm of vertical drainage part 21 or so, laying is coated with geotextiles
Horizontal drainage part 22, continue lay layer of sand 5 it is paramount go out horizontal drainage 22 general 2cm of part when layer of sand 5 laying finish, in layer of sand 5
The first vacuum meter 32 is plugged, for measuring vacuum more than water level.
In order to increase the sealing in accommodating chamber 11, it is preferable that as shown in figure 1, along the inwall of accommodating chamber 11 on layer of sand 5
Seal groove is dug, the depth of sealing groove covers layer of sand 5 to testing in the soil body 4, by diaphragm seal 26, and the surrounding of diaphragm seal 26 is embedded into close
In sealing groove, fill up seal groove with clay 6 and tamp, then by horizontal drainage part 22 by connecting tube 24 and aqueous vapor separating bottle 23 and
Vavuum pump 25 connects, and on aqueous vapor separating bottle 23 install the 3rd vacuum meter 34, pays attention to survey pore pressure gauge connecting line, very
Sky meter goes out film process with connecting tube 24.
As shown in figure 1, the water chamber 12 in the both sides of accommodating chamber 11 injects water 8, water level is set to reach according to the theory of similarity and reality
The theoretical height of water level that level of ground water highly calculates in the engineering of border.
Preparation finishes before experiment, and experiment starts, and opens vavuum pump 25, is read in the experiment starting stage every five minutes
Vacuum meter data, pore water pressure force data, waterlevel data, soil body surface deformation data, make a record；When aqueous vapor separating bottle
Termination of pumping and the control valve closed between aqueous vapor separating bottle 23 and vavuum pump 25 when 23 pressure reach more than 90kPa, because general bar
When pressure basically reaches an atmospheric pressure under part, it will not be further added by substantially, if unnecessary waste can be caused by continuing turn on pump, when
Turn on pump pressurizes again when the pressure of aqueous vapor separating bottle 23 is less than 80kPa, tests mid-term stage and later stage, reads the time of data
It is spaced depending on the sedimentation and deformation of the experiment soil body 4 and pore pressure change, the experiment knot when rate of settling for testing the soil body is less than 1mm/h
Beam, arrange data and carry out data analysis, the diaphragm seal 26 of (i.e. reinforcing soft foundation process) Each point in time in specific collection experiment
Under vacuum degree and soil body top layer, in the middle part of the soil body, the negative pore water pressure value in soil body deep；It is each during collection reinforcing soft foundation
Soil body surface each point Vertical Settlement value, the soil body periphery horizontal displacement value at individual time point；And after experiment terminates, it is each to measure the soil body
Depth settles end value and distribution；Drop-out value of the water level in Each point in time of water chamber 12 is measured, so as to acquire each ginseng
Number is with curve of the time along depth, and analysis parameters are with the time, along the changing rule of depth, so that it is determined that the change of corresponding weak soil
Is grasped to the supplement rule of the soil body by concretion of soft foundation machine under vacuum action for periphery water source in shape, stress rule and vacuum
Reason.
It should be noted that the present embodiment is the explanation carried out by taking roadbed treatment as an example, can be according to this if foundations
Hydrologic condition in the Practical Project of inventive principle and structure and foundations, water chamber is set in the surrounding of accommodating chamber.
In summary, treatment of soft foundation experimental provision includes casing, low-pressure drainage system under vacuum action provided by the invention
And test system, casing is interior to be provided with two dividing plates, and casing is separated described two dividing plates into two water chambers and one is used to accommodate
The accommodating chamber of the soil body is tested, described two water chambers are located at the opposite sides of the accommodating chamber respectively, wherein, set on the dividing plate
There are multiple water seepage holes, the water chamber is connected with the accommodating chamber by water seepage hole, in accurate effectively simulation Practical Project
Hydrogeologic condition, low-pressure drainage system exclude the moisture in the experiment soil body and make experiment soil solidifying, and test system, which is collected, to be used
Various data in the experiment of research, science data are provided for theoretical research, promote to handle concretion of soft foundation under vacuum action
Mode is furtherd investigate, and can also speculate the final flat of Practical Project weak soil according to the final average settlement of soil body surface is tested in experiment
Settle, so as to design and construction；The final experiment soil body that experiment can also be utilized to be obtained after terminating, measures reality in advance
Every physical property index (density, specific gravity of soil partical, water content, the hole of the parameters of weak soil after the completion of engineering reinforcement, such as soil
Gap ratio etc.), soil classifiction, and then for judge reinforce after foundation capability make deduction.
Finally it should be noted that：The above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
The present invention is described in detail with reference to the foregoing embodiments, it will be understood by those within the art that：It still may be used
To be modified to the technical scheme described in foregoing embodiments, or equivalent substitution is carried out to which part technical characteristic；
And these modification or replace, do not make appropriate technical solution essence depart from various embodiments of the present invention technical scheme spirit and
Scope.
Claims (4)
- A kind of 1. reinforcing soft foundation experimental method under vacuum action, it is characterised in that：Comprise the following steps：In S1, the principle for meeting according to experimental model and Practical Project prototype the theory of similarity and Practical Project soft subgrade soil body size and Level of ground water height, it is determined that height of water level in experiment soil body size and water chamber；S2, two dividing plates are provided with casing, casing is separated described two dividing plates into two water chambers and one is used to accommodate reality The accommodating chamber of the soil body is tested, described two water chambers are located at the opposite sides of the accommodating chamber respectively, wherein, the dividing plate is provided with Multiple water seepage holes, the water chamber are connected with the accommodating chamber by water seepage hole, by the dividing plate between accommodating chamber and water chamber Geotextiles are covered, and the vertical drainage part for coating geotextiles are inserted into accommodating chamber, the reality that then will be gathered in Practical Project Test the soil body to be loaded into accommodating chamber, the first pore water is installed at the bottom of the experiment soil body, middle part and top successively during filling Pressure gauge, the second pore pressure gauge and the 3rd pore pressure gauge, plug the second vacuum meter in the soil body is tested, and by first Pore pressure gauge, the second pore pressure gauge, the 3rd pore pressure gauge are connected with data collecting instrument, the vertical drainage part It is inserted in vertically in the experiment soil body, then re-lays layer of sand, and the horizontal row that geotextiles will be coated with the experiment soil body Water part is embedded in layer of sand, and the first vacuum meter is inserted in layer of sand, wherein, on the vertical drainage part and horizontal drainage part respectively Provided with multiple treatment holes；S3, seal groove is dug along receiving cavity wall on layer of sand, diaphragm seal is covered into layer of sand, the surrounding of diaphragm seal is embedded into sealing In groove, fill up seal groove with clay and tamp, then connect horizontal drainage part by connecting tube and aqueous vapor separating bottle and vavuum pump Connect, and the 3rd vacuum meter is installed on aqueous vapor separating bottle, wherein, being additionally provided with dividing plate described in the water chamber inner close fitting can be upper and lower The baffle plate of slip, for controlling the connected state of accommodating chamber and water chamber；One side wall of the accommodating chamber is removably connected on the bottom plate and two dividing plates of accommodating chamber；The vertical drainage part is nine drainpipes being evenly distributed in the experiment soil body, and the horizontal drainage part is level " day " the font drainpipe being layed in the layer of sand；Control valve is provided with connecting tube between the aqueous vapor separating bottle and vavuum pump；S4, the water chamber injection water by both sides, reach the height of water level determined in S1；S5, open vavuum pump, experiment the starting stage every five minutes read a vacuum meter data, pore water pressure force data, Waterlevel data, soil body surface deformation data, make a record；When aqueous vapor separates termination of pumping when bottle pressure reaches more than 90kPa and closes Control valve between aqueous vapor separating bottle and vavuum pump, when aqueous vapor separation bottle pressure is less than 80kPa, turn on pump pressurizes again, tests mid-term Stage and later stage, the time interval of data is read depending on the sedimentation and deformation of the experiment soil body and pore pressure change；S6, the off-test when rate of settling for testing the soil body is less than 1mm/h, arrange data and carry out data analysis.
- 2. reinforcing soft foundation experimental method under vacuum action according to claim 1, it is characterised in that：It is described in S3 steps In the experiment soil body deformation for embodying experiment soil body horizontal direction each point sedimentation and deformation situation is also embedded with along its horizontal direction Fiber.
- 3. reinforcing soft foundation experimental method under vacuum action according to claim 2, it is characterised in that：In the experiment soil body Three layers of textured fibre are embedded with altogether along its vertical direction.
- 4. reinforcing soft foundation experimental method under vacuum action according to claim 3, it is characterised in that：The accommodating chamber and Sheng The inwall of water cavity is provided with scale.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510267113.2A CN104865371B (en) | 2015-05-22 | 2015-05-22 | Reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action |
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| CN201510267113.2A CN104865371B (en) | 2015-05-22 | 2015-05-22 | Reinforcing soft foundation experimental provision and experimental method under a kind of vacuum action |
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| CN104865371A CN104865371A (en) | 2015-08-26 |
| CN104865371B true CN104865371B (en) | 2017-12-29 |
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| CN105862936B (en) * | 2016-04-18 | 2018-02-16 | 温州交通技术学校 | A kind for the treatment of of soft foundation experimental rig for simulating vacuum combined gas injection |
| 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 |
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| CN107907657A (en) * | 2017-11-15 | 2018-04-13 | 温州大学 | The model measurement device and its test method of earth pillar silting effect during high water stream mud PVD is consolidated under vacuum pressure |
| CN107976164A (en) * | 2017-11-16 | 2018-05-01 | 温州大学 | Measure the bath scaled model experimental device and its measuring method of displacement model in high-moisture stream silt particle well consolidation process under vacuum pressure |
| CN108414728A (en) * | 2018-02-07 | 2018-08-17 | 南京科兴新材料科技有限公司 | Weak soil displacement field and the visual experimental rig of seepage field and test method under a kind of vacuum method |
| CN108896465B (en) * | 2018-07-02 | 2024-02-23 | 交通运输部天津水运工程科学研究所 | Vacuum generating device in geotechnical centrifuge model test and method for realizing vacuum |
| CN109374508B (en) * | 2018-12-06 | 2023-10-10 | 中国科学院武汉岩土力学研究所 | Clogging simulation experiment device and method for tailing drainage system |
| CN113326555B (en) * | 2021-06-08 | 2022-08-26 | 长沙学院 | Method for rapidly estimating permanent deformation of foundation soil |
| CN115097109A (en) * | 2022-08-26 | 2022-09-23 | 矿冶科技集团有限公司 | Simulation experiment system and method for dead weight consolidation process of stope tailing filling slurry |
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| CN101041961A (en) * | 2007-04-16 | 2007-09-26 | 李�杰 | Vacuum infiltration adsorption reinforcing method for soft soil foundation |
| CN102707034B (en) * | 2012-05-31 | 2014-07-09 | 东南大学 | Indoor model testing device and testing method employing air-pressure splitting vacuum preloading method |
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