CN109596814A - The layer of sand three-dimensional grouting test device and its test method of analog actual condition - Google Patents
The layer of sand three-dimensional grouting test device and its test method of analog actual condition Download PDFInfo
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- CN109596814A CN109596814A CN201910022454.1A CN201910022454A CN109596814A CN 109596814 A CN109596814 A CN 109596814A CN 201910022454 A CN201910022454 A CN 201910022454A CN 109596814 A CN109596814 A CN 109596814A
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- 238000012360 testing method Methods 0.000 title claims abstract description 54
- 239000004576 sand Substances 0.000 title claims abstract description 35
- 238000010998 test method Methods 0.000 title claims abstract description 9
- 239000000523 sample Substances 0.000 claims abstract description 117
- 239000002689 soil Substances 0.000 claims abstract description 70
- 238000007569 slipcasting Methods 0.000 claims abstract description 64
- 239000012528 membrane Substances 0.000 claims abstract description 55
- 238000006073 displacement reaction Methods 0.000 claims abstract description 19
- 239000011440 grout Substances 0.000 claims abstract description 17
- 238000012545 processing Methods 0.000 claims abstract description 9
- 239000004568 cement Substances 0.000 claims abstract description 7
- 239000004575 stone Substances 0.000 claims description 47
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 37
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 33
- 239000011148 porous material Substances 0.000 claims description 31
- 239000002002 slurry Substances 0.000 claims description 18
- 239000012530 fluid Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 239000000463 material Substances 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 230000015572 biosynthetic process Effects 0.000 claims description 5
- 229910052751 metal Inorganic materials 0.000 claims description 5
- 239000002184 metal Substances 0.000 claims description 5
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 238000002156 mixing Methods 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 2
- 238000001514 detection method Methods 0.000 claims description 2
- 229920006351 engineering plastic Polymers 0.000 claims description 2
- 210000000981 epithelium Anatomy 0.000 claims description 2
- 239000007788 liquid Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 13
- 238000002474 experimental method Methods 0.000 abstract description 11
- 238000000034 method Methods 0.000 abstract description 10
- 238000004088 simulation Methods 0.000 abstract description 9
- 238000011160 research Methods 0.000 abstract description 6
- 238000004519 manufacturing process Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 4
- 238000012669 compression test Methods 0.000 description 3
- 238000009434 installation Methods 0.000 description 3
- 229920003023 plastic Polymers 0.000 description 3
- 239000004033 plastic Substances 0.000 description 3
- 229920002472 Starch Polymers 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 235000019698 starch Nutrition 0.000 description 2
- 229910000838 Al alloy Inorganic materials 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 0.000 description 1
- 238000005253 cladding Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000000151 deposition Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000003365 glass fiber Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000009738 saturating Methods 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 229910001256 stainless steel alloy Inorganic materials 0.000 description 1
- 238000009955 starching Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 239000005341 toughened glass Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Health & Medical Sciences (AREA)
- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Food Science & Technology (AREA)
- Analytical Chemistry (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Medicinal Chemistry (AREA)
- Physics & Mathematics (AREA)
- Remote Sensing (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses the layer of sand three-dimensional grouting test devices and its test method of analog actual condition, it can be according to the different crustal stress condition of practical slip casting requirement simulation and different aperture hydraulic pressure, the soil sample of different ratio can be needed to manufacture according to test simultaneously, to simulate different layer of sand characteristics, after slip casting, bulk strain measuring device can be passed through, axial shift measuring instrument observes the volume change and axial displacement variable quantity of soil sample in rubber membrane, and processing is compared to the rear image according to acquisition before and after slip casting, obtain the deformation values in the middle part of rubber membrane, and then the volume change of the soil sample according to acquisition, deformation values in the middle part of axial displacement variable quantity and rubber membrane, probe into reasonable grouting pressure and the grout coordinate ratio under different operating conditions and layer of sand characteristic, and examine the mechanical property of injecting cement paste.In addition also the Grouting Pipe of experimental rig can be replaced, realizes the simulation and research of radial grouting process, and examines the mechanics effect of radial grouting according to engineering and experiment needs.
Description
Technical field
The present invention relates to Geotechnical Engineering field, in particular to the layer of sand three-dimensional slip casting of a kind of analog actual condition tries
Experiment device and its test method.
Background technique
With the development of urbanization process, the development and utilization of the underground space are constantly accelerated, and need to plan and build more
The hypogees such as subway tunnel, municipal tunnel, pipeline common trench.In the especially tunnel construction of hypogee, richness is encountered
Water sand layer often occur gushing water dash forward sand phenomena such as, cause unstability jeopardize engineering construction safety and ground installation safety.To solve
The above problem, the processing method of mainstream is, according to requirement of engineering, slurries to be made in certain material according to a certain ratio at present, is led to
Excess pressure device injects in stratum, can play the role of strengthening stratum or impervious leakage-stopping after slurries are spread and are solidified.
In general, needing to be infused according to different crustal stress conditions and pore water pressure etc. during practical mortar depositing construction
It starches operating condition and uses reasonable grouting pressure, in addition, when crustal stress and pore water pressure are certain, the grain composition of water-rich sand layer and closely knit
Need to change grout coordinate ratio when degree variation also to be optimal effect, but due to construction site environment complexity, so that live slip casting examination
It tests and is difficult to carry out and be difficult to assess practical slip casting effect.
Thus, use grouting test unit simulation grouting test to become to study the master of slip casting influence factor and slip casting effect
Want means.But due to the complexity of slip casting process, there are numerous deficiencies for existing grouting test device.Such as: 1, practical note
Slurry is that slurries are injected into the stratum of certain depth, and injected hole and surrounding Rock And Soil are by complicated crustal stress condition and pore water
The slip castings operating condition such as pressure influences, and existing grouting test device basically can not simulate practical slip casting operating condition, in addition, existing slip casting
After experimental rig can not assess slurries diffusion and solidify therefore the mechanical property of formed injecting cement paste is tried by existing slip casting
Experiment device carries out simulation test, it is more difficult to accurately obtain reasonable grouting pressure and the grout coordinate ratio under different operating conditions and layer of sand characteristic.
2, practical slip casting is equably to reinforce surrounding soil, is also needed by the way of radial grouting, carries out diameter to Grouting Pipe surrounding soil
To slip casting, and consider the parameters such as the reasonable grouting pressure of radial grouting, grout coordinate ratio, and examines slip casting effect, and it is existing
Grouting test device only can be carried out axial slip casting, thus can not carry out the simulation and research of radial grouting process.
Summary of the invention
The main object of the present invention is to propose layer of sand three-dimensional grouting test device and its examination of a kind of analog actual condition
Proved recipe method, it is intended to the slip casting process under different crustal stress conditions, different pore water pressures and different layer of sand characteristics is simulated, and
Reasonable grouting pressure and the grout coordinate ratio under different operating conditions and layer of sand characteristic are probed into, and examines the mechanical property of injecting cement paste.Together
When, according to engineering and experiment needs, the Grouting Pipe of replaceable experimental rig realizes the simulation and research of radial grouting process, and
Examine the mechanics effect of radial grouting.
To achieve the above object, the present invention proposes a kind of layer of sand three-dimensional grouting test device of analog actual condition, packet
It includes:
Pedestal, the middle part of the pedestal are equipped with the sample holder stretched out upwards；
Pressure shield, the pressure shield define the chamber of bottom-open, and pedestal and pressure shield are connected and by the open bottoms of pressure shield
Sample holder is enclosed pressure indoor in the inner to be formed by portion's closing, and the pressure shield roof position opposite with sample holder offers vertical
Guide hole；
Sample chamber, the sample chamber include the cylindric rubber membrane enclosed soil sample in the inner, are enclosed in rubber membrane and supporting soil
It the lower permeable stone of sample and encloses in the upper dankness stone supported in rubber membrane and by soil sample top surface, the lower end sealing shroud of rubber membrane
In sample holder, the lower permeable stone is by sample seat supports；
Axis pressure control device, the pressure axis lower end of the axis pressure control device direct or through sample cap after passing through vertical guide hole
It is butted on upper dankness stone, the upper end sealing of the rubber membrane is placed on pressure axis or sample cap, and pressure axis and upper dankness stone offer
Opposite the first via hole and the second via hole；
Grouting system, the Grouting Pipe of the grouting system are inserted into soil sample, and Grouting Pipe after passing through the first via hole and the second via hole
Be equipped with first seal with the junction of upper dankness stone, Grouting Pipe be open at its lower end axial Grouting Pipe or lower end closed and under
The radial grouting pipe of portion's side-wall hole；
Confining pressure control device, the confining pressure control device are connected to by confining pressure pipe with pressure indoor, for inputting fluid to pressure indoor
With the horizontal crustal stress of simulated formation；
Bulk strain measuring device, the bulk strain measuring device protrude into pressure indoor by one end and pass through pressure axis
Back-pressure pipe is connected to upper dankness stone, so that bulk strain measuring device can monitor the volume change of soil sample；
Pore water pressure measuring device, the pore water pressure measuring device pass through the pore pressure pipe of pedestal and sample holder under by one end
Permeable stone connection；And
Axial shift measuring instrument, the axial shift measuring instrument are located at the region outside pressure shield, axial position loaded on pressure axis
The lower end of measuring system offsets with pressure shield, for measuring the axial displacement of pressure axis.
The present invention also proposes a kind of layer of sand three-dimensional grouting test method of analog actual condition, includes the following steps:
S1, it is packed into sample chamber after tamping soil sample by preset blending ratio, and sample chamber is placed on sample holder；
S2, pressure shield and pedestal are connected, and axis pressure control device is made to offset with upper dankness stone；
S3, after completing the assembly of entire grouting test device, fluid is inputted to pressure indoor by confining pressure pipe from confining pressure control device,
It enables flow through rubber membrane and soil sample application confining pressure is being pre-positioned with the horizontal crustal stress of simulated formation, and after confined pressure steady
It sets and takes pictures to the indoor rubber membrane of confining pressure；
S4, in the case where maintaining the confining pressure and axis pressure of soil sample by confining pressure control device and axis pressure control device, according to test
It needs, under required pore water pressure, grouting pressure and grout coordinate ratio, the Grouting Pipe of insertion soil sample is passed through by grouting system
The slip casting into soil sample, the Grouting Pipe are the axial Grouting Pipe of open at its lower end or the diameter of lower end closed and lower sides aperture
To Grouting Pipe；
S5, it completes slip casting and stands after a certain period of time, rubber is observed by bulk strain measuring device, axial shift measuring instrument
The volume change of soil sample and axial displacement variable quantity in epithelium, meanwhile, predetermined position to the indoor rubber membrane of confining pressure into
Row is taken pictures, and processing is compared to the rear image according to acquisition before and after slip casting, to obtain the deformation values in the middle part of rubber membrane；
S6, according to the deformation values in the middle part of the volume change and axial displacement variable quantity and rubber membrane of soil sample, probe into difference
Reasonable grouting pressure and grout coordinate ratio under operating condition and layer of sand characteristic, and examine the mechanical property of injecting cement paste.
Technical solution of the present invention surrounds pressure indoor by pressure shield and pedestal, by the sample chamber equipped with soil sample in pressure indoor
It is butted on sample holder on sample holder and by the pressure axis of axis pressure control device, is vertically answered with stratum when simulating practical slip casting
Power；By confining pressure control device to pressure indoor input fluid (such as water or air) and to the soil sample application pressure in rubber membrane
Power, to simulate the horizontally stress of stratum stratum when practical slip casting；The hole of soil sample is measured by hole water-pressure survey device
Hydraulic pressure, the pore water pressure on stratum when simulating practical slip casting；To the crustal stress condition different according to practical slip casting requirement simulation
With different aperture hydraulic pressure, meanwhile, can need to manufacture the soil sample of different ratio according to test, to simulate different layer of sand characteristics；
In experimentation, in the case where confining pressure control device and axis pressure control device maintain the confining pressure and axis pressure of soil sample, according to examination
Needs are tested, by grouting system under the conditions of required grouting pressure and required grouting pressure, slurries are injected into soil examination by Grouting Pipe
It takes pictures in sample and in predetermined position to the indoor rubber membrane of confining pressure, wherein Grouting Pipe can select lower end according to test demand
The radial grouting pipe of open axial direction Grouting Pipe perhaps lower end closed and lower sides aperture is to simulate axial slip casting or radial direction
Slip casting；After slip casting, the body of soil sample in rubber membrane is observed by bulk strain measuring device, axial shift measuring instrument
Product variable quantity and axial displacement variable quantity, meanwhile, take pictures in predetermined position to the indoor rubber membrane of confining pressure, and to slip casting before
Processing is compared in the rear image according to acquisition afterwards, to obtain the deformation values in the middle part of rubber membrane, and then according to the soil sample of acquisition
Volume change, the deformation values in the middle part of axial displacement variable quantity and rubber membrane, probing into different operating conditions, (including stratum is vertically
Stress, stratum horizontally stress and pore water pressure) and reasonable grouting pressure and grout coordinate ratio under layer of sand characteristic, and examine note
The mechanical property of slurry.In addition, can also replace the Grouting Pipe of experimental rig according to engineering and experiment needs, realize radial grouting
The simulation and research of process, and the mechanics effect of radial grouting is examined, there is important directive significance to practical slip casting.
Detailed description of the invention
Fig. 1 is the cross-sectional view of grouting test device of the present invention；
Fig. 2 is the cross-sectional view of upper dankness stone；
Fig. 3 is cross-sectional view of the Fig. 2 along the direction A-A；
Fig. 4 is the stereoscopic schematic diagram of radial grouting pipe.
Specific embodiment
Below in conjunction with attached drawing, technical scheme in the embodiment of the invention is clearly and completely described, it is clear that institute
The embodiment of description is only a part of the embodiments of the present invention, instead of all the embodiments.Based on the implementation in the present invention
Example, every other embodiment obtained by those of ordinary skill in the art without making creative efforts belong to
The scope of protection of the invention.
It is to be appreciated that if related in the embodiment of the present invention directionality instruction (such as up, down, left, right, before and after, top,
Bottom, inside and outside, vertical, transverse direction, longitudinal direction, counterclockwise, clockwise, circumferentially, radially, axially ...), then directionality instruction is only used
In explaining in relative positional relationship, the motion conditions etc. under a certain particular pose (as shown in the picture) between each component, if should
When particular pose changes, then directionality instruction also correspondingly changes correspondingly.
It, should " first " or " the in addition, if relating to the description of " first " or " second " etc. in the embodiment of the present invention
Two " etc. description is used for description purposes only, and is not understood to indicate or imply its relative importance or is implicitly indicated meaning
The quantity of the technical characteristic shown." first " is defined as a result, the feature of " second " can explicitly or implicitly include at least one
A this feature.It in addition, the technical solution between each embodiment can be combined with each other, but must be with ordinary skill
Based on personnel can be realized, this technical side will be understood that when the combination of technical solution appearance is conflicting or cannot achieve
The combination of case is not present, also not the present invention claims protection scope within.
The present invention proposes a kind of layer of sand three-dimensional grouting test device of analog actual condition.
In embodiments of the present invention, as shown in Figures 1 to 4, the layer of sand three-dimensional grouting test device of the analog actual condition,
It is measured including pedestal 1, pressure shield 2, sample chamber 3, axis pressure control device 4, grouting system 5, confining pressure control device 6, bulk strain
Measure device 7, pore water pressure measuring device 8 and axial shift measuring instrument 9.
The middle part of the pedestal 1 is equipped with the sample holder 11 stretched out upwards；The pressure shield 2 defines the chamber of bottom-open
Room, pedestal 1 and pressure shield 2 are connected and close the open bottom of pressure shield 2, and sample holder 11 is enclosed confining pressure in the inner to be formed
Room 10,2 roof of the pressure shield position opposite with sample holder 11 offer vertical guide hole 20；The sample chamber 3 includes by soil sample
100 enclose cylindric rubber membrane 31 in the inner, enclose in rubber membrane 31 and support the lower permeable stone 33 of soil sample 100 and enclose in
The lower end sealing of the upper dankness stone 32 supported in rubber membrane 31 and by 100 top surface of soil sample, rubber membrane 31 is placed on sample holder 11, must
Shi Keyong rubber band or rope is wanted to tighten, the lower permeable stone 33 is supported by sample holder 11, i.e. rubber membrane 31, upper dankness stone 32
The slip casting space of an installation soil sample 100 is surrounded with lower permeable stone 33, and soil sample 100 is limited in slip casting space and is carried out
Grouting test；41 lower end of pressure axis of the axis pressure control device 4 directs or through sample cap after vertical guide hole 20 and supports
In upper dankness stone 32, axial compressive force is applied to soil sample 100 by permeable stone, is vertically answered with simulating the stratum of practical slip casting
Power, the upper end sealing of the rubber membrane 31 is placed on pressure axis 41, and perhaps sample cap can be tightened when necessary with rubber band or rope,
Pressure axis 41 and upper dankness stone 32 offer opposite the first via hole 411 and the second via hole 320；The slip casting of the grouting system 5
Pipe 50 is inserted into soil sample 100, and the combination of Grouting Pipe 50 and upper dankness stone 32 after passing through the first via hole 411 and the second via hole 320
Place is equipped with first seal 34(such as rubber ring), Grouting Pipe 50 can be according to the axial Grouting Pipe 50 of test demand selection open at its lower end
Perhaps the radial grouting pipe 50 of lower end closed and lower sides aperture 501 is to simulate axial slip casting or radial grouting；It is described to enclose
Pressure control device 6 be connected to by confining pressure pipe 61 with pressure indoor 10, be used for the input of pressure indoor 10 fluid (such as water or air) with
Simulate the stratum of practical slip casting horizontally stress；The bulk strain measuring device 7 protrudes into pressure indoor 10 by one end and wears
The back-pressure pipe 71 of excess pressure axis 41 is connected to upper dankness stone 32, so that bulk strain measuring device 7 can monitor soil sample 100
Volume change；The pore water pressure measuring device 8 is permeable under by the pore pressure pipe 81 that one end passes through pedestal 1 and sample holder 11
Stone 33 is connected to；The axial shift measuring instrument 9 is located at the region outside pressure shield 2, axial displacement measurement dress loaded on pressure axis 41
The lower end and pressure shield 2 for setting 9 offset, and for measuring the axial displacement of pressure axis 41, and then measure the soil sample in rubber membrane 31
100 axial displacement variable quantity.During test, according to test needs, by grouting system 5 in required grouting pressure and required note
It starches under pressure condition, slurries is injected in soil sample 100 and in predetermined position by Grouting Pipe 50 to the rubber in pressure indoor 10
Film 31 is taken pictures, and after slip casting, observes rubber membrane 31 by bulk strain measuring device 7, axial shift measuring instrument 9
The volume change and axial displacement variable quantity of interior soil sample 100, meanwhile, in predetermined position to the rubber membrane 31 in pressure indoor 10
It takes pictures, and processing is compared to the rear image according to acquisition before and after slip casting, to obtain the deformation values at 31 middle part of rubber membrane,
And then according to the deformation values at 31 middle part of the volume change of the soil sample 100 of acquisition, axial displacement variable quantity and rubber membrane, visit
Study carefully the reasonable slip casting under different operating conditions (including the vertical crustal stress in stratum, stratum horizontally stress and pore water pressure) and layer of sand characteristic
Pressure and grout coordinate ratio, and examine the mechanical property of injecting cement paste.In addition, can also be according to engineering and experiment needs, replacement test
The Grouting Pipe 50 of device, realizes the simulation and research of radial grouting process, and examines the mechanics effect of radial grouting, to practical note
Slurry has important directive significance
In embodiments of the present invention, pressure shield 2 includes the open transparent coaming plate 21 of upper and lower ends and is placed in 21 top of coaming plate simultaneously
By the top cover 22 of the upper end closed of coaming plate 21, the vertical guide hole 20 is set to top cover 22, and coaming plate 21 is placed on pedestal 1 and by pedestal
1 by the open lower end closed of coaming plate 21, and the top cover 22, coaming plate 21 and pedestal 1 are removable by bolt arrangement or buckle structure
It unloads and is fixed together, to surround the pressure chamber, specifically, it is saturating that tempered glass or acrylic etc. can be used in the pressure shield 2
Bright material is made.Pedestal 1 and top cover 22 then can be used metal (such as stainless steel or aluminium alloy) and be made.
Preferably, the lower surface of the top cover 22 and the upper surface of pedestal 1 offer respectively with the upper end of coaming plate 21 and under
Hold the card slot (unmarked) that matches, for the top and bottom of coaming plate 21 be inserted into and improve pedestal 1, top cover 22 and coaming plate 21 it
Between bonding strength and guarantee air-tightness.Specifically, the position of corresponding 21 periphery of coaming plate of the pedestal 1 have upwardly extend it is rigid
Property column 12(such as steel column), the upper end of the rigid post 12 is equipped with external screw thread, and rigid post 12 is screwed on after passing through top cover 22 with bolt 13,
To which top cover 22, coaming plate 21 and pedestal 1 are removably fixed with.
In embodiments of the present invention, the lateral wall of the pedestal 1 offers the hole extended to through 11 upper surface of sample holder
Pressure passageway, one end of the pore pressure pipe 81 are led to the pore water pressure measuring device 8 being located at outside pressure indoor 10, and the other end is along pore pressure
Channel extends to close mutually low with lower permeable stone 33 and is connected to.It is to be appreciated that the preferred plastic pipe of pore pressure pipe 81, logical with pore pressure
Between road should watertight processing, mountable first valve 82 of pore pressure pipe 81, to control the through and off of pore pressure pipe 81.
In embodiments of the present invention, it is logical to offer the confining pressure extended to through 1 upper surface of pedestal for the lateral wall of the pedestal 1
Road, one end and the confining pressure control device 6 of the confining pressure pipe 61 lead to, and the other end is extended to along confining pressure channel to be connected with pressure indoor 10
It is logical.It is to be appreciated that the preferred plastic pipe of confining pressure pipe 61, between confining pressure channel should watertight processing, confining pressure pipe 61 is mountable
Second valve 62, to control the through and off of confining pressure pipe 61.
In embodiments of the present invention, the lateral wall of the pedestal 1, which offers, extends to through the first anti-of 1 upper surface of pedestal
The lateral wall of pressure passageway section, pressure axis 41 or sample cap offers the second back-pressure channel section extended to through its lower surface,
One end of the back-pressure pipe 71 is led to bulk strain measuring device 7, and the other end is after the first back-pressure channel section through second
Back-pressure channel section, which is extended to, to offset and is connected to the upper surface of upper dankness stone 32.It is to be appreciated that the preferred plastic pipe of back-pressure pipe 71,
It should watertight processing between the first back-pressure channel section and the second back-pressure channel section.The mountable third valve 72 of back-pressure pipe 71,
To control the through and off of back-pressure pipe 71.
In embodiments of the present invention, the grouting system 5 includes the slip casting room 51 for containing slurries, the Grouting Pipe 50 and connects
The liquid outlet of adapter tube 54, one end and slip casting room 51 of connecting tube 54 leads to, and the other end and the upper end of Grouting Pipe 50 are detachably connected
(as passed through connector or the connection of nut 56 or clearance fit connection), needs replacing axial Grouting Pipe 50 according to test to facilitate
Perhaps for radial grouting pipe 50 to simulate axial slip casting or radial grouting, the air intake of the slip casting room 51 is equipped with intake valve
Door 53 and air gauge 52,53 external high-pressure pump (not shown) of air intake valve can adjust slurries Indoor Air by air intake valve 53
The size of pressure, to change grouting pressure, air gauge 52 then can be used for showing the size of air pressure in slurry room 51.Further, even
Also mountable at least one switch valve 55(of adapter tube 54 is two situations as shown in Figure 1), to control the through and off of connecting tube 54.
In embodiments of the present invention, the region that the pressure axis 41 is located at outside pressure indoor 10 is installed with outwardly extending bracket
91, the top of the axial shift measuring instrument 9 is fixedly arranged on bracket 91, and lower end offsets with pressure shield 2, axial displacement measurement dress
Setting 9 can be for dial gauge, and quantity preferably two, positioned at the two sides of pressure axis.
In embodiments of the present invention, upper dankness stone 32 includes the circle plate body 321 made of seepy material (such as concrete)
Metal shell 322 with detachable cladding (as by screw, buckle structure etc. is detachably coated) in 321 periphery of plate body, metal
The upper shell wall of shell 322 and lower shell wall, which are opened, is respectively equipped with multiple permeable holes (not shown), in test for water flowing, for surveying
The volume change of soil sample 100 is measured, second via hole 320 runs through the central region of shell 322 and plate body 321, plate body 321
Lower surface and shell inner bottom wall between be provided with water permeable membrane 323, to control the flowing velocity of water, and water is filtered, thoroughly
Moisture film 323 can be made of the materials such as glass fibre, shell 322 be detachably coated on 321 periphery of plate body can it is easy to disassemble after
Shell 322 and its interior structure (such as plate body 321 and water permeable membrane 323) are washed, to keep the permeable effect of upper dankness stone good
It is good, it is unlikely to deform simultaneously.It further, is the structural strength for improving upper dankness stone 32, the plate body 321 is also embedded with multiple axis
To reinforcing rib 324, the reinforcing rib 324 is uniformly distributed, and reinforcing bar or high-strength engineering plastic system can be used in reinforcing rib 324
At.It should be noted that the structure and material and upper dankness stone of lower permeable stone are almost the same, difference essentially consists in lower permeable stone not
The second via hole with upper dankness stone 32.
Further, upper dankness stone 32 and/or lower permeable stone 33 are also built-in with hydraulic pressure sensor, and hydraulic pressure sensor passes through
Data line or wireless communication module and external data acquisition instrument, which are realized, to be connected, to realize high-precision note during the test
Pulp-water presses surge detection, and judges the size of slip casting impact forces on this basis.
It should be noted that the axis pressure control device 4, confining pressure control device 6, bulk strain measuring device 7, hole
Water-pressure survey device 8 and axial shift measuring instrument 9 are the prior art, and ripe for those skilled in the art
Know, for example, being often applied in triaxial compression test, no longer its specific structure and working principle are repeated here.
The present invention also proposes a kind of layer of sand three-dimensional grouting test method of analog actual condition.
In embodiments of the present invention, as shown in Figures 1 to 4, the layer of sand three-dimensional grouting test method of the analog actual condition,
Include the following steps:
S1, it is packed into sample chamber 3 after tamping soil sample 100 by preset blending ratio, and sample chamber 3 is placed on sample holder 11.
S2, pressure shield 2 and pedestal 1 are connected, axis pressure control device 4 is made to offset with upper dankness stone 32, and complete slip casting examination
The assembly of its component of experiment device, until completing the assembly of entire grouting test device, the specific structure of grouting test device is asked
Referring to above-described embodiment.
S3, after completing the assembly of entire grouting test device, from confining pressure control device 6 by confining pressure pipe 61 to pressure indoor 10
It inputs fluid (such as water or air), enables flow through rubber membrane 31 and confining pressure is applied to soil sample 100, horizontally with simulated formation
Stress, and after confined pressure steady, it takes pictures in predetermined position to the rubber membrane 31 in pressure indoor 10.
S4, in the case where maintaining the confining pressure and axis pressure of soil sample 100 by confining pressure control device 6 and axis pressure control device 4,
According to test needs, under required pore water pressure, grouting pressure and grout coordinate ratio, insertion soil examination is passed through by grouting system 5
The slip casting into soil sample 100 of Grouting Pipe 50 of sample 100, the Grouting Pipe 50 are axial Grouting Pipe 50 or the lower end of open at its lower end
It closes and the radial grouting pipe 50 of lower sides aperture.
S5, it completes slip casting and stands after a certain period of time, pass through bulk strain measuring device 7, axial shift measuring instrument 9
The volume change and axial displacement variable quantity of soil sample 100 in rubber membrane 31 are observed, meanwhile, in predetermined position to pressure indoor 10
Interior rubber membrane 31 is taken pictures, and processing is compared to the rear image according to acquisition before and after slip casting, to obtain rubber membrane 31
The deformation values at middle part.
S6, according to the volume change and axial displacement variable quantity of soil sample 100 and the deformation values at 31 middle part of rubber membrane
Etc. data, probe into reasonable grouting pressure and the grout coordinate ratio under different operating conditions and layer of sand characteristic, and examine the mechanical property of injecting cement paste
Energy.
Test 1: different notes need to be studied in the slurries of identical proportion, identical soil sample 100 under specifically stress condition
When starching the slip casting effect under pressure, first tamps soil sample 100 according to a certain ratio in rubber membrane, sample will be completed on pedestal 1
After the installation of room 3, the assembly of the other component of grouting test device is continued to complete, then passes through confining pressure control device 6 to confining pressure
Apply confining pressure in room 10 to take pictures in predetermined position to rubber membrane 31, and start slip casting after confined pressure steady, make slurries through axial direction
Grouting Pipe 50 injects soil sample 100.The confining pressure and axis of soil sample 100 are maintained by confining pressure control device 6, axis pressure control device 4
Pressure, and pore water pressure is controlled by observation hole water-pressure survey device 8, note is changed by the air intake valve 53 of grouting system 5
Pressure is starched, and opens 5 switch valve 55 of grouting system and carries out slip casting.After slip casting, a period of time is stood, bulk strain is passed through
Measuring device 7, axial shift measuring instrument 9, the volume change and axial displacement for observing soil sample 100 in rubber membrane 31 become
Change.Continue to take pictures in the predetermined position to rubber membrane 31 simultaneously, by image procossing to the image of rubber membrane 31 before and after slip casting
It compares, measures the deformation values at the middle part of rubber membrane 31, and by the way that data are analyzed to obtain with the slurries, identical in identical proportion
Soil sample 100 is under specifically stress condition, slip casting effect under different grouting pressures, specifically how to analyze as the prior art,
And to be known to those skilled in the art, be not discussed here, test method of the present invention mainly obtain for into
The data of row corresponding analysis.In addition, three axis of soil sample 100 can be also carried out directly on this grouting test device as needed
Compression test, to study the strength conditions of 100 soil body of soil sample after slip casting, finally disassembly and cleaning experiment device, as three axis
Specifically how carrying out for compression test, is the prior art, and to be known to those skilled in the art, is no longer carried out here
It repeats.
Test 2: need to be in identical soil sample 100 under stress condition in the same manner, by changing its grout coordinate ratio, research exists
When the best grout coordinate ratio of one timing of grouting pressure, the grouting test to a soil sample 100 can be first completed in the way of test 1,
Then after dismantling and cleaning grouting test device, the soil sample 100 of identical proportion is refilled, is changing grout coordinate ratio, is laying equal stress on
It is new to adjust the crustal stress conditions such as confining pressure, pore pressure, axis pressure, and be allowed to after remaining unchanged, grouting test is re-started, and repeatedly tried
It tests and analyzes, obtain best grout coordinate ratio.
Experiment 3: when need to study the slip casting effect of radial grouting, axial Grouting Pipe 50 first can be changed to radial grouting pipe
50, corresponding grouting test is carried out referring next to the correlation step of experiment 1 and experiment 2, and radial grouting is obtained by analysis
Slip casting effect, and then the grouting pressure for studying radial grouting chooses and slurries optimum proportioning.
The above description is only a preferred embodiment of the present invention, is not intended to limit the scope of the invention, all at this
Under the inventive concept of invention, using equivalent structure transformation made by description of the invention and accompanying drawing content, or directly/use indirectly
It is included in other related technical areas in scope of patent protection of the invention.
Claims (10)
1. the layer of sand three-dimensional grouting test device of analog actual condition characterized by comprising
Pedestal, the middle part of the pedestal are equipped with the sample holder stretched out upwards；
Pressure shield, the pressure shield define the chamber of bottom-open, and pedestal and pressure shield are connected and by the open bottoms of pressure shield
Sample holder is enclosed pressure indoor in the inner to be formed by portion's closing, and the pressure shield roof position opposite with sample holder offers vertical
Guide hole；
Sample chamber, the sample chamber include the cylindric rubber membrane enclosed soil sample in the inner, are enclosed in rubber membrane and supporting soil
It the lower permeable stone of sample and encloses in the upper dankness stone supported in rubber membrane and by soil sample top surface, the lower end sealing shroud of rubber membrane
In sample holder, the lower permeable stone is by sample seat supports；
Axis pressure control device, the pressure axis lower end of the axis pressure control device direct or through sample cap after passing through vertical guide hole
It is butted on upper dankness stone, the upper end sealing of the rubber membrane is placed on pressure axis or sample cap, and pressure axis and upper dankness stone offer
Opposite the first via hole and the second via hole；
Grouting system, the Grouting Pipe of the grouting system are inserted into soil sample, and Grouting Pipe after passing through the first via hole and the second via hole
Be equipped with first seal with the junction of upper dankness stone, Grouting Pipe be open at its lower end axial Grouting Pipe or lower end closed and under
The radial grouting pipe of portion's side-wall hole；
Confining pressure control device, the confining pressure control device are connected to by confining pressure pipe with pressure indoor, for inputting fluid to pressure indoor
With the horizontal crustal stress of simulated formation；
Bulk strain measuring device, the bulk strain measuring device protrude into pressure indoor by one end and pass through pressure axis
Back-pressure pipe is connected to upper dankness stone, so that bulk strain measuring device can monitor the volume change of soil sample；
Pore water pressure measuring device, the pore water pressure measuring device pass through the pore pressure pipe of pedestal and sample holder under by one end
Permeable stone connection；And
Axial shift measuring instrument, the axial shift measuring instrument are located at the region outside pressure shield, axial position loaded on pressure axis
The lower end of measuring system offsets with pressure shield, for measuring the axial displacement of pressure axis.
2. the layer of sand three-dimensional grouting test device of analog actual condition as described in claim 1, it is characterised in that: pressure shield
Including the open transparent coaming plate of upper and lower ends and it is placed at the top of coaming plate and by the top cover of the upper end closed of coaming plate, it is described vertical to lead
Hole is set to top cover, and coaming plate is placed on pedestal and by pedestal by the open lower end closed of coaming plate, and the top cover, coaming plate and pedestal pass through
Bolt arrangement or buckle structure are removably fixed with together.
3. the layer of sand three-dimensional grouting test device of analog actual condition as claimed in claim 2, it is characterised in that: the top
The lower surface of lid and the upper surface of pedestal offer the card slot matched with the top and bottom of coaming plate respectively, upper for coaming plate
End and lower end insertion.
4. the layer of sand three-dimensional grouting test device of analog actual condition as claimed in claim 3, it is characterised in that: the bottom
There is the rigid post upwardly extended in the position of the corresponding coaming plate periphery of seat, and the upper end of the rigid post is equipped with external screw thread, and rigid post passes through
It is screwed on after top cover with bolt, top cover, coaming plate and pedestal is removably fixed with；The lateral wall of the pedestal, which offers to extend to, to be run through
The hole pressure passageway of sample holder upper surface, one end of the pore pressure pipe are led to the pore water pressure measuring device being located at outside pressure indoor,
The other end is extended to close mutually low with lower permeable stone and is connected to along hole pressure passageway, and pore pressure pipe is equipped with the first valve.
5. the layer of sand three-dimensional grouting test device of analog actual condition as described in claim 1, it is characterised in that: pedestal
Lateral wall, which offers, to be extended to through the confining pressure channel of base upper surface, and one end of the confining pressure pipe and confining pressure control device are logical
Even, the other end is extended to along confining pressure channel and is connected to pressure indoor, and confining pressure pipe is equipped with the second valve.
6. the layer of sand three-dimensional grouting test device of analog actual condition as described in claim 1, it is characterised in that: the bottom
The lateral wall of seat offers the lateral wall for extending to the first back-pressure channel section through base upper surface, pressure axis or sample cap
Offer the second back-pressure channel section extended to through its lower surface, one end of the back-pressure pipe and bulk strain measuring device
Lead to, the other end is extended to through the second back-pressure channel section after the first back-pressure channel section and offseted simultaneously with the upper surface of upper dankness stone
Connection, back-pressure pipe are equipped with third valve.
7. the layer of sand three-dimensional grouting test device of analog actual condition as described in claim 1, it is characterised in that: the note
Slurry system includes containing slip casting room, the Grouting Pipe and the connecting tube of slurries, and one end of connecting tube and the liquid outlet of slip casting room are logical
Even, the upper end of the other end and Grouting Pipe is detachably connected, and the air intake of the slip casting room is equipped with air intake valve and air gauge, air inlet
The external high-pressure pump of valve, connecting tube are equipped at least one switch valve.
8. the layer of sand three-dimensional grouting test device of analog actual condition as described in claim 1, it is characterised in that: upper permeable
Stone includes the circle plate body made of seepy material and the metal shell for being detachably coated on plate body periphery, the upper casing of metal shell
Wall and lower shell wall, which are opened, is respectively equipped with multiple permeable holes, and second via hole runs through the central region of shell and plate body, under plate body
Be provided with water permeable membrane between surface and shell inner bottom wall, plate body is embedded with multiple axial reinforcing ribs, reinforcing rib using reinforcing bar or
Person's high-strength engineering plastic is made.
9. the layer of sand three-dimensional grouting test device of analog actual condition as claimed in any of claims 1 to 8 in one of claims, special
Sign is: upper dankness stone and/or lower permeable stone are built-in with hydraulic pressure sensor, and hydraulic pressure sensor passes through data line or wireless communication
Module and external data acquisition instrument, which are realized, to be connected, and high-precision slip casting water pressure fluctuations detection is carried out during test.
10. the layer of sand three-dimensional grouting test method of analog actual condition, which comprises the steps of:
S1, it is packed into sample chamber after tamping soil sample by preset blending ratio, and sample chamber is placed on sample holder；
S2, pressure shield and pedestal are connected, and axis pressure control device is made to offset with upper dankness stone；
S3, after completing the assembly of entire grouting test device, fluid is inputted to pressure indoor by confining pressure pipe from confining pressure control device,
It enables flow through rubber membrane and soil sample application confining pressure is being pre-positioned with the horizontal crustal stress of simulated formation, and after confined pressure steady
It sets and takes pictures to the indoor rubber membrane of confining pressure；
S4, in the case where maintaining the confining pressure and axis pressure of soil sample by confining pressure control device and axis pressure control device, according to test
It needs, under required pore water pressure, grouting pressure and grout coordinate ratio, the Grouting Pipe of insertion soil sample is passed through by grouting system
The slip casting into soil sample, the Grouting Pipe are the axial Grouting Pipe of open at its lower end or the diameter of lower end closed and lower sides aperture
To Grouting Pipe；
S5, it completes slip casting and stands after a certain period of time, rubber is observed by bulk strain measuring device, axial shift measuring instrument
The volume change of soil sample and axial displacement variable quantity in epithelium, meanwhile, predetermined position to the indoor rubber membrane of confining pressure into
Row is taken pictures, and processing is compared to the rear image according to acquisition before and after slip casting, to obtain the deformation values in the middle part of rubber membrane；
S6, according to the deformation values in the middle part of the volume change and axial displacement variable quantity and rubber membrane of soil sample, probe into difference
Reasonable grouting pressure and grout coordinate ratio under operating condition and layer of sand characteristic, and examine the mechanical property of injecting cement paste.
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| CN201910022454.1A CN109596814A (en) | 2019-01-10 | 2019-01-10 | The layer of sand three-dimensional grouting test device and its test method of analog actual condition |
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| CN115406738A (en) * | 2022-10-13 | 2022-11-29 | 水利部交通运输部国家能源局南京水利科学研究院 | Anti-blocking microorganism temperature control grouting reinforcement integrated triaxial test device |
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