CN106198255B - Soil body shearing test device and shearing test method under a kind of confining pressure state - Google Patents

Soil body shearing test device and shearing test method under a kind of confining pressure state Download PDF

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Publication number
CN106198255B
CN106198255B CN201610458867.0A CN201610458867A CN106198255B CN 106198255 B CN106198255 B CN 106198255B CN 201610458867 A CN201610458867 A CN 201610458867A CN 106198255 B CN106198255 B CN 106198255B
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tested
soil sample
grip block
soil
block
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CN106198255A (en
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李晓军
王晓华
李洁梁
李�昊
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Xian University of Science and Technology
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Xian University of Science and Technology
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/02—Details
    • G01N3/06—Special adaptations of indicating or recording means
    • G01N3/066—Special adaptations of indicating or recording means with electrical indicating or recording means
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0025—Shearing
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/003—Generation of the force
    • G01N2203/0042—Pneumatic or hydraulic means
    • G01N2203/0048—Hydraulic means
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0058—Kind of property studied
    • G01N2203/006—Crack, flaws, fracture or rupture
    • G01N2203/0067—Fracture or rupture
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/025—Geometry of the test
    • G01N2203/0258—Non axial, i.e. the forces not being applied along an axis of symmetry of the specimen
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/06—Indicating or recording means; Sensing means
    • G01N2203/0617—Electrical or magnetic indicating, recording or sensing means

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  • Physics & Mathematics (AREA)
  • Health & Medical Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Analytical Chemistry (AREA)
  • Biochemistry (AREA)
  • General Health & Medical Sciences (AREA)
  • General Physics & Mathematics (AREA)
  • Immunology (AREA)
  • Pathology (AREA)
  • Sampling And Sample Adjustment (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)

Abstract

The invention discloses soil body shearing test device and shearing test methods under a kind of confining pressure state, the shearing test device includes shearing clamp, the pressue device to being tested soil sample application confining pressure and the vertical loading device above shearing clamp being clamped to being tested soil sample, shearing clamp includes upper fixture and lower fixture, and pressue device includes four pressurizing blocks；The shearing test method includes step：One, it samples；Two, shearing test and Soil Microstructure image obtain：Soil sample and pressue device clamping, solidify liquid instillation, the truncation of soil sample bottom, soil sample support top, soil sample top truncation, the interior soil body sample taking-up of shearing seam, shear soil body sample following process and electron-microscope scanning in seam at shearing test.Reasonable design of the present invention realizes that convenient and input cost is relatively low, the time used is short, using effect is good, can it is easy, the soil sample shearing test process of soil body shear band under confining pressure state is rapidly completed, and Soil Microstructure under confining pressure state can accurately be analyzed.

Description

Soil body shearing test device and shearing test method under a kind of confining pressure state
Technical field
The invention belongs to Geotechnical Engineering field, more particularly, to soil body shearing test device under a kind of confining pressure state and Shearing test method.
Background technology
In recent years, mankind's activity is more strong to the transformation of natural environment.Human dried bloodstains have caused many geology calamities Evil causes huge injury to the people's lives and property.Wherein, the slope instability that mankind's activity induces is the most serious, and studies The emphasis of slope instability is that deformation and the expansion process of research soil body shear band.Shear band refers to development in lithosphere or soil In body and the strong deformation band with shear strain, the shear band developed in the soil body are soil body shear band.This Zona transformans can be with The discontinuous planar structure (tomography) of strain, or appear can not see geometric discontinuity on scale and in continuously straining Ductile shear belt.Research shows that the formation of shear band and the softening properties of material itself are closely related.The soil body inside make by outer geology Under, formalness or internal structure generate partial fracture, and deformation is gradually concentrated in the shear band of relative narrowness, and further Extension forms the slip-crack surface continuously penetrated through, ultimately forms landslide.As people understand landslide failure in depth, researchers are logical Various methods are crossed to study the expansion process of the band that comes down during landslide failure (also referred to as soil body shear band).Nowadays, The problem on deformation of soil body shear band has become an important topic of rock-soil mechanics area research.
Currently, when carrying out shearing test for soil body shear band, used test method mainly has CT visualization scannings Method, triaxial test and digital observation combined techniques etc., corresponding used test apparatus mainly have direct shear apparatus, triaxial compression test dress Set with tensilometer etc., but above-mentioned test method is only capable of solving the local problem of Rock And Soil internal shear band with experimental rig, and Have that apparatus structure is complicated, experimentation cost is high, experiment process is cumbersome, poor operability, test effect are poor to some extent The problems such as, most importantly cannot it is easy, quickly and accurately the Soil Microstructure of shear band is analyzed, to cannot Soil Microstructure is understood to the affecting laws of soil body shear band macro manifestations, can not establish the microcosmic knot of the soil body of soil body shear band Contacting between structure characteristic and its macro manifestations.In addition, it should be noted that：Existing shearing test device is in shearing test process In confining pressure cannot be mostly provided, cannot the more preferable simulation soil body stress.
Invention content
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of confining pressure state Lower soil body shearing test device, simple structure and reasonable design and processing and fabricating and it is easy to use, using effect is good, adopt Apply confining pressure with pressue device, and clamping is synchronized by upper fixture and lower fixture and is tested soil sample and pressue device, it can be easy, fast Speed completes soil sample shearing test under confining pressure state.
In order to solve the above technical problems, the technical solution adopted by the present invention is：Soil body shearing test under a kind of confining pressure state Device, it is characterised in that：Include to being tested shearing clamp, the pressurization to being tested soil sample application confining pressure that soil sample is clamped Device and the vertical loading device above the shearing clamp, the tested soil sample are the circle cut using sampling spoon Column soil sample；
The pressue device includes four pressurizing blocks, and four pressurizing blocks are laid in same level and its height Identical as the height of tested soil sample, the madial wall of four pressurizing blocks is arc-shaped side wall, the tested soil sample It is held in the holding chamber between four pressurizing blocks；Four pressurizing blocks be respectively be laid on the left of tested soil sample, Left side pressurizing block, right side pressurizing block, front side pressurizing block and the rear side pressurizing block on right side, front side and rear side；
The shearing clamp includes upper fixture and the lower fixture immediately below the upper fixture, the tested soil sample folder It is held between the upper fixture and the lower fixture；The upper fixture it is assembled by three upper grip blocks laid from left to right and At, three upper grip blocks by a left side to it is rear be respectively upper left grip block, in upper grip block and upper right grip block；The lower fixture Include the lower-left grip block below the grip block of upper left and the bottom right grip block below upper right grip block, the lower-left folder It holds there are the movable passageway moved down for being tested the middle part soil body of soil sample between block and bottom right grip block, upper clamping in described The bottom of block is provided with the top pushing tow boss that can be stretched in the holding chamber；The vertical loading device upper clamping in being located at The surface of block；
Four pressurizing blocks in the pressue device are held between the upper fixture and the lower fixture.
Soil body shearing test device under a kind of above-mentioned confining pressure state, it is characterized in that：The upper fixture and the lower fixture Width is all higher than the diameter of tested soil sample, and the width of upper grip block is less than the diameter of tested soil sample in described.
Soil body shearing test device under a kind of above-mentioned confining pressure state, it is characterized in that：The pressue device further includes that front side connects Connecting bolt connects bolt with rear side, and it is in horizontal layout that the front side connection bolt, which connects bolt with rear side, and the two is in parallel cloth If；The front side connection bolt connects the front and rear sides that bolt is located at tested soil sample, front side pressurizing block with rear side And rear side pressurizing block is located between left side pressurizing block and the front and rear sides of right side pressurizing block；The left side pressurizing block, front side Pressurizing block is connected to be bolted and is integrated with right side pressurizing block by front side, the left side pressurizing block, rear side pressurizing block and right side Pressurizing block is bolted by rear side connection and is integrated.
Soil body shearing test device under a kind of above-mentioned confining pressure state, it is characterized in that：Further include to pressue device be applied to by The confining pressure measuring device that pressure in test soil sample measures；
The left side pressurizing block and right side pressurizing block are laid in symmetrical, and the front side pressurizing block and rear side pressurizing block are in symmetrical It lays；Front side connection bolt and rear side connection bolt with the perpendicular laying of front side pressurizing block；
The arc radius of the madial wall of four pressurizing blocks is respectively less than the radius of tested soil sample.
Soil body shearing test device under a kind of above-mentioned confining pressure state, it is characterized in that：The lower fixture further includes being located at lower-left Lower grip block between grip block and bottom right grip block, the lower-left grip block is located at the underface of upper left grip block, described Bottom right grip block is located at the underface of upper right grip block, the underface of lower grip block upper grip block in being located in described；
The upper left grip block, in upper grip block, upper right grip block, lower-left grip block, it is described in lower grip block and bottom right Grip block is in horizontal layout；The upper left grip block is identical with the height of upper right grip block, the height of upper grip block in described Not less than the height of upper left grip block；The lower-left grip block, it is described in lower grip block and bottom right grip block height all same, Lower grip block includes the upper clamp block that can be moved up and down between lower-left grip block and bottom right grip block in described；
Between the upper left grip block and lower-left grip block, in it is upper between grip block and upper clamp block and upper right clamping It is attached by vertically connecting bolt between block and bottom right grip block.
Soil body shearing test device under a kind of above-mentioned confining pressure state, it is characterized in that：The lower fixture be spacer-type fixture or Projective table type fixture；
The spacer-type fixture further include three respectively pad mounted in lower-left grip block, it is described in lower grip block and bottom right clamping The top of block and the cushion block in the holding chamber can be stretched to, three cushion blocks are spliced to form a round pie bed course；
Lower-left grip block in the projective table type fixture, it is described in the top of lower grip block and bottom right grip block be respectively set one A lower part pushing tow boss that can be stretched in the holding chamber, three lower part pushing tow boss are assemblied to form one to tested Soil sample carries out the cylindrical Zhi Dingtai of upward support top.
Meanwhile it a kind of the invention also discloses method and steps simple, reasonable design and realizing that convenient, using effect is good and encloses Soil body shearing test method under pressure condition, which is characterized in that this approach includes the following steps：
Step 1: sampling：Tested soil sample is cut from soil body shear band to be tested using the sampling spoon；
The tested soil sample is that cylindric and its upper and lower surface is plane；
Step 2: shearing test and Soil Microstructure image obtain, process is as follows：
Step 201, soil sample and pressue device clamping：Tested soil sample and the equal level of pressue device are held on the upper folder Between tool and the lower fixture, and tested soil sample is made to be located at the holding chamber in pressue device between four pressurizing blocks It is interior, and it is tested the underface of upper grip block during soil sample is located at；At this point, the upper surface of the tested soil sample is in horizontal layout, And the upper surface of tested soil sample is face to be tested；
Step 202, shearing test, include the following steps：
Step 2021, soil sample apply confining pressure：Confining pressure is applied to tested soil sample using pressue device, and pressue device is applied The pressure F being added in tested soil sampleIt enclosesIt is recorded；
Step 2022, vertical load：Grip block is gone up using the vertical loading device and in passing through to described in step 201 Tested soil sample applies vertical pressure, makes tested soil sample that failure by shear occur, and is calculated to apply and be tested under confining pressure state Try the shear strength of soil sample；
After failure by shear occurs, the middle part soil body of the tested soil sample moves down and soil body and the left and right sides soil body in the middle part of it Between be respectively formed one of shearing seam；
In step 2022 in vertical loading procedure, confining pressure is continuously applied to tested soil sample using pressue device；
Step 203, solidify liquid instill：Prepared solidify liquid in advance is instilled into shearing seam described in twice in step 202 Inside upper part cures the soil body of the shearing seam inside upper part by the solidify liquid, and the soil body after solidification is shearing Cure the soil body in seam；
The solidify liquid is by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 ︰ (130~170) ︰ (volume ratio of 6~8) ︰ (1.8~2.2) is uniformly mixed；
Step 204, the truncation of soil sample bottom：Cutting tool and the bottom surface along pressue device are sampled, to being tested soil sample bottom Carry out truncation；
Step 205, soil sample support top：After the soil body solidification of the shearing seam inside upper part, it will be tested using support top tool Soil sample is tried along the upward support top of pressue device, until shearing the solidification soil body in the shearing seam of seam described in twice moves to pressurization dress Set outside；
Truncation at the top of step 206, soil sample：Cutting tool and the top surface along pressue device are sampled, at the top of tested soil sample Carry out truncation；
Soil body sample is taken out in step 207, shearing seam：From the soil body cut down in step 206, the shearing is taken out The solidification soil body is as soil body sample in shearing seam in seam；
Soil body sample following process in step 208, shearing seam：Soil body sample in shearing seam described in step 207 is waited for Test surfaces are cut, are polished and polishing treatment, and soil body inspection surface is obtained；
Step 209, electron-microscope scanning：Soil body inspection surface described in step 208 is scanned using scanning electron microscope, and is obtained The electron-microscope scanning image of the soil body inspection surface.
The above method, it is characterized in that：Pressue device described in step 2021 further includes that front side connection bolt is connected with rear side Bolt, it is in horizontal layout that the front side connection bolt, which connects bolt with rear side, and the two is in parallel laying；The front side connection Bolt connects the front and rear sides that bolt is located at tested soil sample, the front side pressurizing block and rear side pressurizing block difference with rear side Between left side pressurizing block and the front and rear sides of right side pressurizing block；The left side pressurizing block, front side pressurizing block and right side pressurization Block is bolted by front side connection and is integrated, and the left side pressurizing block, rear side pressurizing block and right side pressurizing block are connected by rear side Connecting bolt is connected as one；
The front side connection bolt connect that bolt is laid on the same water surface and the two is respectively positioned on left side and pressurizes with rear side The middle part of block；Described in the front side connection bolt connect bolt with rear side and includes horizontal screw bolt and left and right two is separately mounted to The stop nut on horizontal screw bolt and left side pressurizing block and right side pressurizing block limited respectively；Two stop nuts point Not Wei Yu left side pressurizing block and right side pressurizing block outside；
When applying confining pressure to tested soil sample using pressue device in step 2021, bolt is connected by adjusting separately front side Two stop nuts on bolt are connected with rear side drives the shifting horizontal inwardly synchronous with right side pressurizing block of left side pressurizing block It is dynamic, then pressurizing block and rear side pressurizing block move horizontally inwardly on front side of Level Promoting；
When carrying out solidify liquid instillation in step 203, the solidify liquid is dropped to the inside of the shearing seam dropwise with dropper Top, until dripped solidify liquid is completely covered the shearing and sews on portion；The height of the solidification soil body in shearing seam described in step 203 For 1mm~5mm；
In step 205 when support top using support top tool that tested soil sample is upward along pressue device, branch heights of roofs is not less than The height of the solidification soil body in shearing seam described in step 203.
The above method, it is characterized in that：The shear strength for the tested soil sample being calculated in step 202 is in step 201 The shear strength of soil sample, the electricity of the soil body inspection surface obtained in step 209 are tested at the face present position to be tested Scarnning mirror image is soil body electron-microscope scanning figure in the shearing seam for be tested at face present position to be tested described in step 201 soil sample Picture；
After the completion of soil sample top horizontal is cut in step 206, the upper surface of the tested soil sample is plane, and is tested at this time The upper surface of soil sample is next face to be tested；
It, need to also be according to the method described in step 2, to being tested the next of soil sample in step 209 after the completion of electron-microscope scanning A face to be tested carries out shearing test and Soil Microstructure image obtains.
The above method, it is characterized in that：After the completion of being sampled in step 1, the depth selection according to sampling spoon is also needed, to quilt Depth of the soil sample upper surface on the soil body shear band to be tested is tested to be determined；
The quantity that face to be tested described in soil sample is tested described in step 1 is N number of, and wherein N is positive integer and N >=2；N A face to be tested is from top to bottom laid and the face to be tested in N number of face to be tested positioned at topmost is waited for for top Test surfaces, the N-1 faces to be tested in N number of face to be tested in addition to the face to be tested of the top be that lower part is waited for Test surfaces；
It in step 209 after the completion of electron-microscope scanning, also needs to repeat step 2 N-1 times, until completing to be tested N number of institute in soil sample State the shearing test and Soil Microstructure image acquisition procedures in face to be tested；
Shearing test and Soil Microstructure figure are carried out to any of tested soil sample lower part face to be tested As before obtaining, being both needed to according to tested depth of the soil sample upper surface on the soil body shear band to be tested described in step 1 Degree, and combination carries out shearing test to each face to be tested above the face to be tested of the lower part and Soil Microstructure image obtains Use support top tool by tested soil sample along the branch heights of roofs of the upward support top of pressue device during taking in step 205, under this Depth of the portion face to be tested on the soil body shear band to be tested is determined；
The shearing test and Soil Microstructure image acquisition procedures in N number of face to be tested are equal in the tested soil sample After the completion, the shear strength on the soil body shear band to be tested at N number of different depth is obtained, and obtains the soil body to be tested Soil body electron-microscope scanning image in shearing seam on shear band at N number of different depth.
Compared with the prior art, the present invention has the following advantages：
1, used shearing test device is simple in structure and processing and fabricating is easy, and input cost is relatively low.Meanwhile the shearing Experimental rig is convenient for disassembly and assembly, light small and exquisite, and is easy to mass production, can be repeated as many times and use.
2, used shearing test device reasonable design, including shearing clamp, pressue device and on the shearing clamp The vertical loading device of side, pressue device include four pressurizing blocks；Shearing clamp includes upper fixture and lower fixture, and upper fixture is by three A upper grip block laid from left to right is assembled, three upper grip blocks by a left side to it is rear be respectively upper left grip block, in upper folder Hold block and upper right grip block；Lower fixture includes lower-left grip block and bottom right grip block, between lower-left grip block and bottom right grip block There are the movable passageways moved down for being tested the middle part soil body of soil sample.
3, used shearing clamp can intuitively be observed the soil body and be sheared by organic glass or resin material machine-shaping Journey.Also, used shearing clamp is spliced by multiple grip blocks, and occupation mode is flexible, is assembled easy and is replaced conveniently, It easy can store, occupy little space after dismantling simultaneously.
4, used shearing clamp is unlimited to the specification for being tested soil sample, and tested soil sample is synchronized together with pressue device It is clamped, can be suitably used for the shearing test process that plurality of specifications is tested soil sample, simple in structure, easy for installation and input cost Low, easy to operate during use and practical value is high, pollution-free, small to surrounding environment influence, and when testing pressure by erecting It is directly read to the device for measuring force of loading device, it is easy, accurate, it can effectively solve what loose earth shear strength was difficult to measure Problem, popularizing application prospect is extensive, while can realize the soil body shearing test under confining pressure state.
5, used pressue device includes four pressurizing blocks, can it is easy, quickly construct confining pressure to tested soil sample, and Pressure size adjusts easy.Meanwhile institute's operation pressure measures simplicity.In actual use, it easy can provide and enclose for tested soil sample Pressure, thus the real bearing state of the more preferable simulation soil body of energy.And pressure applied adjustment is easy.
6, used shearing test device is easy to use and using effect is good, direct by upper fixture and lower fixture The tested soil sample of clamping and pressue device, without doing any processing to tested soil sample before experiment, energy is easy, soil is rapidly completed Sample shearing test.Also, the shearing test device testing efficiency is high and test result is accurate, and test process is easily controllable.
7, used shearing test method step is simple, reasonable design and realization are convenient, operability is strong, experimentation cost It is relatively low, using effect is good, test method is flexible, according to actual needs, can be carried out to the same tested soil sample one or many Shearing test should be able to mutually obtain the shearing test at tested soil sample different height as a result, in conjunction with multiple shearing test result energy It obtains and is tested the shear extension process of soil sample from top to bottom under confining pressure state, creatively propose a kind of confining pressure state down cut Band expansion process test method realizes that easy and using effect is good.Shearing test process includes mainly pressue device and soil Sample clamping, shearing test, solidify liquid instillation, the truncation of soil sample bottom, soil sample support top, soil sample top truncation, the interior soil body examination of shearing seam Nine steps of soil body sample following process and electron-microscope scanning in sample takes out, shearing is stitched realize that easy and using effect is good, and shearing tries It is easily controllable to test process.
8, twice shearing seam is formed after carrying out shearing test using shearing test device, then using solidify liquid in shearing seam The soil body is cured, and realizes that easy and using effect is good, will not damage soil sample internal structure, and the shearing seam obtained after curing Interior soil body sample can really reflect the practical structures of the soil body in confining pressure state down cut seam.
9, used shearing test method can be tested difference in soil body shear band under easy, quick obtaining confining pressure state The shear strength and the microstructure at clipped position of depth can be observed under macroscopic conditions and analyze tested soil body shearing Soil Microstructure under the different depth of band, analysis result accurately have evidence, and can be used for soil body shear band expansion process mould It is quasi-.Shear strength under confining pressure state at soil body shear band different depth can be measured using the present invention, and soil body shearing can be studied With the Soil Microstructure at different depth, so as to obtain the expansion process of soil body shear band under confining pressure state, and can be to enclosing The situation of change of microstructure carries out accurate, quickly research in soil body shear band expansion process under pressure condition.Thus, using this hair Bright energy is easy, quickly and accurately analyzes the Soil Microstructure of confining pressure state down cut band, to will appreciate that particle The Soil Microstructure of level is accordingly established the soil body under confining pressure state and is sheared to the affecting laws of soil body shear band macro manifestations Contacting between the Soil Microstructure characteristic and its macro manifestations of band, and can accurately obtain soil body shear band under confining pressure state Form rule.
10, applied widely, it can effectively be applicable in the shearing test process of the soil bodys shear bands such as loess, weak soil, landslide slip.
In conclusion reasonable design of the present invention, realize that convenient and input cost is relatively low, the time used is short, using effect is good, Energy is easy, the soil sample shearing test process of soil body shear band under confining pressure state is rapidly completed, and can be micro- to the soil body under confining pressure state Structure is seen accurately to be analyzed.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Description of the drawings
Fig. 1 is the structural schematic diagram of cutting test device of the present invention.
Fig. 2 is the use state reference chart of shearing clamp of the present invention and pressue device.
Fig. 2-1 is the structural schematic diagram of upper grip block in the present invention.
Fig. 2-2 is the left view of Fig. 2-1.
Fig. 3 is the A-A sectional views of Fig. 2.
Fig. 4 is the structural schematic diagram of pressue device of the present invention.
Fig. 5 is the use state reference chart of pressue device of the present invention.
Fig. 6 for the used shearing test method of the present invention flow diagram.
Fig. 7-1 is the trystate reference chart after the present invention pushes tested soil sample using vertical loading device.
Fig. 7-2 is before the present invention pushes the next face to be tested for being tested soil sample using vertical loading device Trystate reference chart.
Fig. 7-3 is after the present invention pushes the next face to be tested for being tested soil sample using vertical loading device Trystate reference chart.
Reference sign:
1-tested soil sample；2-pressue devices；2-1-left side pressurizing block；
2-2-right side pressurizing block；2-3-front side pressurizing block；2-4-rear side pressurizing block；
2-5-front side connects bolt；2-6-rear side connects bolt；3-upper left grip blocks；
Upper grip block in 4-；4-1-top pushing tow boss；5-upper right grip blocks；
6-lower-left grip blocks；7-upper clamp blocks；8-bottom right grip blocks；
9-pad dress blocks；10-vertically connect bolt；11-hydraulic jacks；
13-cushion blocks.
Specific implementation mode
Embodiment 1
Soil body shearing test device under a kind of confining pressure state as shown in Figure 1 includes that tested soil sample 1 is clamped Shearing clamp, to being tested, soil sample 1 applies the pressue device 2 of confining pressure and the vertical load above the shearing clamp fills It sets, the tested soil sample 1 is the cylindric soil sample cut using sampling spoon；
As shown in Figure 4, Figure 5, the pressue device 2 includes four pressurizing blocks, and four pressurizing blocks are laid in same On horizontal plane and its height is identical as the height of tested soil sample 1, and the madial wall of four pressurizing blocks is arc-shaped side Wall, the tested soil sample 1 are held in the holding chamber between four pressurizing blocks；Four pressurizing blocks are respectively to lay Left side pressurizing block 2-1, right side pressurizing block 2-2, front side pressurizing block 2-3 in tested 1 left side of soil sample, right side, front side and rear side With rear side pressurizing block 2-4；
In conjunction with Fig. 2, Fig. 2-1, Fig. 2-2 and Fig. 3, the shearing clamp includes upper fixture and is located at immediately below the upper fixture Lower fixture, the tested soil sample 1 is held between the upper fixture and the lower fixture；The upper fixture is by three from a left side Upper grip block to right laying is assembled, three upper grip blocks by a left side to it is rear be respectively upper left grip block 3, in upper clamping Block 4 and upper right grip block 5；The lower fixture includes being located at the lower-left grip block 6 of 3 lower section of upper left grip block and being clamped positioned at upper right The bottom right grip block 8 of 5 lower section of block, there are the middle parts for being tested soil sample 1 between the lower-left grip block 6 and bottom right grip block 8 The movable passageway that the soil body moves down, the bottom of upper grip block 4 is provided with the top that can be stretched in the holding chamber in described Pushing tow boss 4-1；The surface of the vertical loading device upper grip block 4 in being located at；
Four pressurizing blocks in the pressue device 2 are held between the upper fixture and the lower fixture.
In the present embodiment, the width of the upper fixture and the lower fixture is all higher than the diameter of tested soil sample 1, in described The width of upper grip block 4 is less than the diameter of tested soil sample 1.
In the present embodiment, the structure snd size all same and the two of the upper left grip block 3 and upper right grip block 5 are in symmetrical It lays, the structure snd size all same and the two of the lower-left grip block 6 and bottom right grip block 8 are laid in symmetrical.
In the present embodiment, of same size and its thickness of the width of the top pushing tow boss 4-1 upper grip block 4 in is not Height is vertically pushed to tested soil sample 1 less than the vertical loading device.The front-rear side walls of the top pushing tow boss 4-1 point It is not close to the front and back inner wall of the holding chamber.
When actual processing, upper 4 bottoms of grip block in being fixed on adhesive means the top pushing tow boss 4-1 also may be used With above 4 processing and fabricating of grip block is integrated in.
In the present embodiment, the vertical loading device is in vertically to the hydraulic jack of laying 11 or hydraulic cylinder.
In actual use, the vertical loading device can also use other types of loading device.
In the present embodiment, the upper fixture and the lower fixture are cuboid fixture.Also, the length of the upper fixture It is identical as the lower fixture with width.
Also, the width of upper grip block 4 is the diameter of tested soil sample 1 in describedIt is described in the present embodiment In the width of upper grip block 4 be the diameter for being tested soil sample 1It in actual use, can according to specific needs, in centering The width of grip block 4 adjusts accordingly.
In the present embodiment, the height of the tested soil sample 1 is identical as the height of the sampling spoon and the height of the two It is 20mm.Also, the diameter of the tested soil sample 1 is identical as the internal diameter of the sampling spoon.
Wherein, a diameter of 61.8mm of the sampling spoon.
In the present embodiment, the height of the sampling spoon is 20mm.
In the present embodiment, the lower fixture further include between lower-left grip block 6 and bottom right grip block 8 in lower clamping Block, the lower-left grip block 6 are located at the underface of upper left grip block 3, and the bottom right grip block 8 is being located at upper right grip block 5 just Lower section, the underface of lower grip block upper grip block 4 in being located in described；
The upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, it is described in lower grip block and Bottom right grip block 8 is in horizontal layout；The upper left grip block 3 is identical with the height of upper right grip block 5, upper grip block in described 4 height is not less than the height of upper left grip block 3；The lower-left grip block 6, it is described in lower grip block and bottom right grip block 8 Height all same, lower grip block includes the top folder that can be moved up and down between lower-left grip block 6 and bottom right grip block 8 in described Hold block 7；
Between the upper left grip block 3 and lower-left grip block 6, in it is upper between grip block 4 and upper clamp block 7 and upper right It is attached by vertically connecting bolt 10 between grip block 5 and bottom right grip block 8.
In the present embodiment, between the upper left grip block 3 and lower-left grip block 6, in upper grip block 4 and upper clamp block 7 Between and upper right grip block 5 and bottom right grip block 8 between be attached by vertical connection bolt 10 described in former and later two. Former and later two vertical connection bolts 10 are located at the front and rear sides of pressue device 2.
Also, the upper left grip block 3, lower-left grip block 6, in upper grip block 4, upper clamp block 7, upper right grip block 5 Open that there are one the bolt mounting holes installed for vertical connection bolt 10 with the front and rear sides of bottom right grip block 8.
In actual use, upper grip block 4 can carry out moving down between upper left grip block 3 and upper right grip block 5 in described It is dynamic.
In the present embodiment, the height of upper grip block 4 is more than the height of upper left grip block 3 in described, upper grip block 4 in described Height it is bigger Hmm than the height of upper left grip block 3, wherein H=2~8.
In the present embodiment, lower grip block further includes pad loaded on the pad dress block 9 immediately below upper clamp block 7 in described.
Also, the lower-left grip block 6 is identical with the height of bottom right grip block 8, and the height of the upper clamp block 7 is less than The height of lower-left grip block 6, and the sum of height of upper clamp block 7 and pad dress block 9 is identical as the height of lower-left grip block 6.
In the present embodiment, the upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, it is described in Lower grip block and bottom right grip block 8 are cuboid；The upper left grip block 3, in upper grip block 4 and upper right grip block 5 bottom Face is horizontal plane, the lower-left grip block 6, it is described in the top surface of lower grip block and bottom right grip block 8 be horizontal plane.
When actual processing, of same size, upper grip block 4 and the institute in described of the upper left grip block 3 and lower-left grip block 6 Lower grip block is of same size in stating, and upper right grip block 5 and bottom right grip block 8 is of same size.
In the present embodiment, the upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, it is described in The length and width all same of lower grip block and bottom right grip block 8.Also, the length of the upper clamp block 7 and pad dress block 9, Width and height all same.
When actual processing, the upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, top folder It is transparent organic glass block to hold block 7, bottom right grip block 8 and pad dress block 9.
As shown in Figure 4, Figure 5, the pressue device 2 further includes that front side connection bolt 2-5 connects bolt 2-6, institute with rear side It is in horizontal layout to state front side connection bolt 2-5 and connect bolt 2-6 with rear side and the two is in parallel laying；The front side connects spiral shell Bolt 2-5 connects the front and rear sides that bolt 2-6 is located at tested soil sample 1 with rear side, and the front side pressurizing block 2-3 and rear side add Briquetting 2-4 is located between left side pressurizing block 2-1 and the front and rear sides of right side pressurizing block 2-2；The left side pressurizing block 2-1, Front side pressurizing block 2-3 connects bolt 2-5 by front side with right side pressurizing block 2-2 and is connected as one, the left side pressurizing block 2-1, Rear side pressurizing block 2-4 connects bolt 2-6 by rear side with right side pressurizing block 2-2 and is connected as one.
Meanwhile soil body shearing test device under confining pressure state of the present invention, further include to pressue device 2 be applied to by The confining pressure measuring device that pressure in test soil sample 1 measures；
The left side pressurizing block 2-1 and right side pressurizing block 2-2 is laid in symmetrical, and the front side pressurizing block 2-3 and rear side add Briquetting 2-4 is laid in symmetrical；The front side connection bolt 2-5 and rear side connection bolt 2-6 are perpendicular with front side pressurizing block 2-3 It lays；
The arc radius of the madial wall of four pressurizing blocks is respectively less than the radius of tested soil sample 1.
In the present embodiment, the confining pressure measuring device is dynamometer.
In actual use, the confining pressure measuring device can also use spring known to coefficient of elasticity, according to construction confining pressure The deformation length of the spring measures the size of 2 operation pressures of pressue device in the process.
In the present embodiment, the confining pressure measuring device further includes two respectively to left side pressurizing block 2-1 and right side pressurizing block The dynamometer that the pressure that 2-2 applies measures.
Soil body shearing test method under a kind of confining pressure state as shown in FIG. 6, includes the following steps：
Step 1: sampling：Tested soil sample 1 is cut from soil body shear band to be tested using the sampling spoon；
The tested soil sample 1 is that cylindric and its upper and lower surface is plane；
Step 2: shearing test and Soil Microstructure image obtain, process is as follows：
Step 201, soil sample and pressue device clamping：Tested soil sample 1 and 2 equal level of pressue device are held on described Between fixture and the lower fixture, and tested soil sample 1 is made to be located at the folder in pressue device 2 between four pressurizing blocks Intracavitary is held, and is tested the underface of upper grip block 4 during soil sample 1 is located at；At this point, the upper surface of the tested soil sample 1 is in water Plain cloth is set, and the upper surface of tested soil sample 1 is face to be tested；
Step 202, shearing test, include the following steps：
Step 2021, soil sample apply confining pressure：Confining pressure is applied to tested soil sample 1 using pressue device 2, and to pressue device 2 are applied to the pressure F in tested soil sample 1It enclosesIt is recorded；
Step 2022, vertical load：Grip block 4 is gone up using the vertical loading device and in passing through to institute in step 201 It states tested soil sample 1 and applies vertical pressure, make tested soil sample 1 that failure by shear occur, and be calculated and apply under confining pressure state The shear strength of tested soil sample 1；
After failure by shear occurs, the middle part soil body of the tested soil sample 1 moves down and its middle part soil body and the left and right sides are native One of shearing seam is respectively formed between body；
In step 2022 in vertical loading procedure, confining pressure is continuously applied to tested soil sample 1 using pressue device 2；
Step 203, solidify liquid instill：Prepared solidify liquid in advance is instilled into shearing seam described in twice in step 202 Inside upper part cures the soil body of the shearing seam inside upper part by the solidify liquid, and the soil body after solidification is shearing Cure the soil body in seam；
The solidify liquid is by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the body of 100 ︰, 150 ︰, 7 ︰ 2 Product ratio is uniformly mixed；
Step 204, the truncation of soil sample bottom：Cutting tool is sampled and along the bottom surface of pressue device 2, to being tested 1 bottom of soil sample Portion carries out truncation；
Step 205, soil sample support top：After the soil body solidification of the shearing seam inside upper part, it will be tested using support top tool Soil sample 1 is tried along 2 upward support top of pressue device, until shearing the solidification soil body in the shearing seam of seam described in twice moves to pressurization 2 outside of device；
Truncation at the top of step 206, soil sample：It samples cutting tool and along the top surface of pressue device 2, tested soil sample 1 is pushed up Portion carries out truncation；
Soil body sample is taken out in step 207, shearing seam：From the soil body cut down in step 206, the shearing is taken out The solidification soil body is as soil body sample in shearing seam in seam；
Soil body sample following process in step 208, shearing seam：Soil body sample in shearing seam described in step 207 is waited for Test surfaces are cut, are polished and polishing treatment, and soil body inspection surface is obtained；
Step 209, electron-microscope scanning：Soil body inspection surface described in step 208 is scanned using scanning electron microscope, and is obtained The electron-microscope scanning image of the soil body inspection surface.
Wherein, the face to be tested of soil body sample is its upper surface in the shearing seam.Thus, it is sheared in step 208 Soil body sample following process in seam is cut the upper surface of soil body sample in the shearing seam, is polished and polishing treatment.
In the present embodiment, front side connection bolt 2-5 connects bolt 2-6 with rear side and is laid on the same water surface and two Person is respectively positioned on the middle part of left side pressurizing block 2-1；It includes horizontal spiral shell that the front side connection bolt 2-5, which connects bolt 2-6 with rear side, Bar and left and right two are separately mounted on the horizontal screw bolt and are carried out respectively to left side pressurizing block 2-1 and right side pressurizing block 2-2 The stop nut of limit；Two stop nuts are located at the outside of left side pressurizing block 2-1 and right side pressurizing block 2-2；
When applying confining pressure to tested soil sample 1 using pressue device 2 in step 2021, spiral shell is connected by adjusting separately front side Bolt 2-5 connects two stop nuts on bolt 2-6 with rear side and drives left side pressurizing block 2-1 and right side pressurizing block 2-2 same Step moves horizontally inwardly, then pressurizing block 2-3 and rear side pressurizing block 2-4 is moved horizontally inwardly on front side of Level Promoting.
Thus, it connects bolt 2-5 by adjusting front side and connects with rear side two stop nuts on bolt 2-6, energy Simplicity is quickly adjusted 2 operation pressure sizes of pressue device.
Also, there are adjust gap between the two neighboring pressurizing block in left and right in the pressue device 2.
It when carrying out electron-microscope scanning in the present embodiment, in step 209, also needs to use energy disperse spectroscopy, obtains multiple soil bodys and see The energy spectrum diagram in survey face.
In this way, according to the energy spectrum diagram of the soil body inspection surface, to each soil body in the electron-microscope scanning image of the soil body inspection surface The material of particle is determined.
In the present embodiment, support top tool described in step 205 is pushing tow jack or pipe bending cylinder.
It, need to be from step 205 described in twice when carrying out soil body sample taking-up in shearing seam in the present embodiment, in step 207 Soil body sample in the shearing seam is taken out in shearing seam respectively；Also, it is taken out out of described in per pass shearing seam in the shearing seam When soil body sample, interior one or more described interior solidification soil body of shearing seam that takes out is stitched as soil in shearing seam from the shearing Body sample.
Also, after soil body sample is taken out in shearing seam in step 207, also need to dry soil body sample in shearing seam It is dry or air-dried.
In the present embodiment, interior soil body sample is stitched to the shearing using baking oven and is dried.In actual use, it can also adopt With natural air drying mode.
Before drying terminates, interior soil body sample need to be stitched to the shearing every 8min~12min and once be weighed, until The continuous mass change for weighing soil body sample in the shearing seam three times is no more than 0.02g compared with last weighing result When, drying course terminates.
In the present embodiment, after stitching interior soil body sample baking one hour to the shearing using baking oven, taken out every 10 minutes It weighs, is no more than 0.02g until weighing mass change three times, just complete the dried of the interior soil body sample of shearing seam Journey.Soil body sample internal residual moisture can be discharged, after drying process convenient for the shearing is rapidly completed in the shearing seam The internal curing process of soil body sample in seam.Meanwhile it can effectively keep the internal solids structure of soil body sample in the shearing seam It is not destroyed with hole.
In the present embodiment, before carrying out shearing test in step 202, first by the 9 horizontal extraction of pad dress block, make upper clamp block 7 lower parts are hanging.
After the completion of soil sample and pressue device are clamped in step 201, inner clamps are held into pressue device 2 and tested soil sample 1 The shearing clamp be placed horizontally on horizontal table, the vertical loading device is located on the horizontal table.
In the present embodiment, when being calculated the shear strength for being tested soil sample 1 in step 2022, according to formulaIt is calculated.
In formula (1), F is to apply the maximum that the tested soil sample 1 can bear under confining pressure state in step 2022 to erect To pressure, A is to be tested soil sample 1 to being tested described in step 201 during soil sample 1 applies vertical pressure in step 202 The section of shear.Wherein, upper contact area between grip block 4 and tested soil sample 1 during A is.
When carrying out solidify liquid instillation in the present embodiment, in step 203, the solidify liquid is dropped into described cut dropwise with dropper The inside upper part of joint-cutting, until dripped solidify liquid is completely covered the shearing and sews on portion.The process for preparation of the solidify liquid is easy And using effect is good, has many advantages, such as that viscosity is smaller, thermosetting performance is good.
It in actual use, can according to specific needs, to the solidify liquid epoxy resin, acetone, ethylenediamine and adjacent benzene two The volume ratio of formic acid dibutyl ester adjusts accordingly.
In the present embodiment, before carrying out solidify liquid instillation in step 203, first by the upper fixture from tested soil sample 1 It removes.
In the present embodiment, after the completion of solidify liquid instills in step 203 and before step 204 progress soil sample bottom truncation, need It stands until the soil body that inside upper part is stitched in the shearing is fully cured.
Also, it is stood under normal temperature condition, under 20 DEG C~30 DEG C temperature conditions under normal temperature condition.
In actual use, the epoxy resin in the solidify liquid is bisphenol A type epoxy resin, bisphenol F type epoxy Resin, polyfunctionality novolac epoxy resin, linear phenolic epoxy resin or one kind or arbitrary several in bromination type epoxy resin Mixture.In the present embodiment, the epoxy resin in the solidify liquid is bisphenol A type epoxy resin.
Upper grip block 4 is in step 201 in using the vertical loading device in the present embodiment, in step 2022 and passing through After the tested soil sample 1 applies vertical pressure, upper grip block 4 moves hmm, wherein h≤H vertically downwards in described.
It in the present embodiment, is sampled in step 1, used sampling method is the routine sampling of the sampling spoon Method (i.e. cutting ring sampling method), sampling process is simple, it is convenient to realize.
It is practical when carrying out soil sample and cutting, the sampling spoon both can be in vertically to laying, can also be inclined to laying. Thus, the sampling direction of sampling spoon can be adjusted according to specific needs.
In the present embodiment, the height of the solidification soil body is 1mm~5mm in shearing seam described in step 203；
When using support top tool by tested soil sample 1 along 2 upward support top of pressue device in step 205, branch heights of roofs is not small The height of the solidification soil body in the shearing seam described in step 203.
In actual use, when using support top tool by tested soil sample 1 along 2 upward support top of pressue device in step 205, branch Heights of roofs is 3mm~6mm.
In the present embodiment, branch heights of roofs is 5mm.
When taking out from the soil body cut down the solidification soil body in the shearing seam in the present embodiment, in step 207, use The shearing is stitched the interior solidification soil body and glued out by cotton swab.
In the present embodiment, the shear strength for the tested soil sample 1 being calculated in step 202 is to be waited for described in step 201 The shear strength of soil sample 1, the electron-microscope scanning of the soil body inspection surface obtained in step 209 are tested at test surfaces present position Image is soil body electron-microscope scanning image in the shearing seam for be tested at face present position to be tested described in step 201 soil sample 1；
After the completion of soil sample top horizontal is cut in step 206, the upper surface of the tested soil sample 1 is plane, and is tested at this time The upper surface for trying soil sample 1 is next face to be tested；
It, need to also be according to the method described in step 2, under tested soil sample 1 in step 209 after the completion of electron-microscope scanning One face to be tested carries out shearing test and Soil Microstructure image obtains.
In the present embodiment, in conjunction with Fig. 7-1, Fig. 7-2 and Fig. 7-3, after the completion of being sampled in step 1, also need according to the sampling The depth selection of cutting ring is determined tested depth of 1 upper surface of soil sample on the soil body shear band to be tested；
The quantity that face to be tested described in soil sample 1 is tested described in step 1 is N number of, and wherein N is positive integer and N >=2； It from top to bottom lays and is top positioned at the face to be tested of topmost in N number of face to be tested in N number of face to be tested Face to be tested, the N-1 faces to be tested in N number of face to be tested in addition to the face to be tested of the top be lower part Face to be tested；
It in step 209 after the completion of electron-microscope scanning, also needs to repeat step 2 N-1 times, until completing to be tested N number of in soil sample 1 The shearing test and Soil Microstructure image acquisition procedures in the face to be tested；
Shearing test and Soil Microstructure figure are carried out to any of the tested soil sample 1 lower part face to be tested As before obtaining, being both needed to according to tested depth of 1 upper surface of soil sample on the soil body shear band to be tested described in step 1 Degree, and combination carries out shearing test to each face to be tested above the face to be tested of the lower part and Soil Microstructure image obtains Use support top tool by tested soil sample 1 along the branch heights of roofs of 2 upward support top of pressue device during taking in step 205, to this Depth of the lower part face to be tested on the soil body shear band to be tested is determined；
The shearing test and Soil Microstructure image acquisition procedures in N number of face to be tested in the tested soil sample 1 After the completion of, the shear strength at N number of different depth on the soil body shear band to be tested is obtained, and obtain the soil to be tested Soil body electron-microscope scanning image in shearing seam on body shear band at N number of different depth.
In the present embodiment, N=3~8.
In actual use, the value size of N can be adjusted accordingly according to specific needs.
Also, when carrying out shearing test and the acquisition of Soil Microstructure image to top face to be tested, in step 202 Trystate before shearing test, refers to Fig. 3；Trystate in step 202 after the completion of shearing test, refers to Fig. 7-1.It is right Below the face to be tested of the top and the next to be tested face adjacent with top face to be tested is sheared When experiment and Soil Microstructure image obtain, the trystate in step 202 before shearing test refers to Fig. 7-2；Step Trystate in 202 after the completion of shearing test, refers to Fig. 7-3.
In actual use, the lower fixture is spacer-type fixture or projective table type fixture；
The spacer-type fixture further include three respectively pad mounted in lower-left grip block 6, it is described in lower grip block and bottom right folder It holds the top of block 8 and the cushion block 13 in the holding chamber can be stretched to, three cushion blocks 13 are spliced to form a round pie pad Layer, the diameter of the round pie bed course is identical as the diameter of tested soil sample 1, refers to Fig. 7-1, Fig. 7-2 and Fig. 7-3；
Lower-left grip block 6 in the projective table type fixture, it is described in the top of lower grip block and bottom right grip block 8 be respectively set One lower part pushing tow boss that can be stretched in the holding chamber, three lower part pushing tow boss are assemblied to form one to tested Examination soil sample 1 carries out the cylindrical Zhi Dingtai of upward support top, the diameter phase of the diameter and tested soil sample 1 of the cylinder Zhi Dingtai Together.
In the present embodiment, the lower fixture is spacer-type fixture.
Thus, shearing test is carried out to any of the tested soil sample 1 lower part face to be tested and the soil body is microcosmic When carrying out soil sample and pressue device in structural images acquisition process, in step 201 and being clamped, need to also lower-left grip block 6, it is described in The top of lower grip block (being specifically upper clamp block 7) and bottom right grip block 8, which is both provided with pad and fills one, stretches to the clamping The cushion block 13 in intracavitary portion, the thickness of the cushion block 13 and the distance between tested 1 bottom surface of soil sample to 2 bottom surface of pressue device at this time It is identical；And lower-left grip block 6, it is described in lower grip block (being specifically upper clamp block 7) and 8 top of bottom right grip block pad dress Cushion block 13 be spliced to form a round pie bed course, the round pie bed course stretches in the holding chamber.
In actual use, can also lower-left grip block 6, it is described in lower grip block (being specifically upper clamp block 7) and right A lower part pushing tow boss that can be stretched in the holding chamber, three lower part tops are respectively set in the top of lower grip block 8 Under the height for pushing away boss is not less than the distance between tested 1 bottom surface of soil sample to 2 bottom surface of pressue device at this time, and three described Portion's pushing tow boss is assemblied to form a cylindrical Zhi Dingtai that upward support top is carried out to being tested soil sample 1.
When using support top tool by tested soil sample 1 along 2 upward support top of pressue device in the present embodiment, in step 205, also The branch heights of roofs for being tested soil sample 1 need to be recorded.
In the present embodiment, the face to be tested is cut in step 208, is polished and when polishing treatment, first using cutting Cutting mill is cut flat with, then uses automatic sheet grinding machine fine grinding, is then refined using abrasive material, is carried out on polishing machine again after the completion of fine grinding Polishing.
When being refined, will be finely ground after the face to be tested ground on focussing glass, hand holds described cut when grinding Soil body sample circles in joint-cutting, using water as lubricant and coolant in process of lapping.
It in the present embodiment, takes out in the shearing seam after soil body sample, interior soil body sample is stitched in the shearing is sticked to load glass On piece；Later, interior soil body sample is stitched into the shearing being sticked on glass slide and puts automatic sheet grinding machine into, interior soil is stitched to the shearing The face to be tested of body sample carries out fine grinding, and the face naked-eye observation to be tested is without cavity, crackle and scratch after fine grinding；So Afterwards, soil body sample in the shearing seam after fine grinding is being made into lubricant and coolant with water, with silicon carbide abrasive in frosted glass It is refined on plate, it is all shinny after the face to be tested of soil body sample in the shearing seam and after under skew ray checking no scratch Stop fine grinding；Finally, soil body sample in the shearing seam after fine grinding is placed on polishing machine plus polishing fluid is polished, thrown It is 2-5 minutes between light time.
When carrying out electron-microscope scanning in the present embodiment, in step 209, continuous scanning is carried out from left to right or from right to left.
When practical progress electron-microscope scanning, soil body sample in shearing seam is placed under scanning electron microscope and is scanned.Scanning Number is determined according to the size in the face to be tested needs.
In actual mechanical process, the data processing equipment is PC machine, notebook or palm PC PDA.In the present embodiment, The data processing equipment is PC machine.
In the present embodiment, in step 209 after the completion of electron-microscope scanning, to the microcosmic knot of the soil body of soil body sample in the shearing seam When structure is analyzed, the data processing equipment call Image-Pro Plus softwares to the electron-microscope scanning image at Reason.
When practical progress Micro-Structure Analysis, the whole picture electron-microscope scanning image in the face to be tested is first imported into Image- In Pro Plus softwares, Image-Pro Plus software observation analysis soil bodys granular cementation, standoff distance and grain edges are utilized Rule.
Also, using N number of different depth on soil body shear band to be tested described in Image-Pro Plus software observation analysis In the shearing seam at place after soil body electron-microscope scanning image, the soil on the soil body shear band to be tested at different depth easy can be obtained Body microstructure, by that soil body electron-microscope scanning image is analyzed in shearing seam at different depth, can obtain described to be tested From top to bottom the fractureing of microcosmic soil body particle, the changing of the relative positions, situation of change on soil body shear band, obtain so as to direct, quick analysis The expansion process of the soil body shear band to be tested.
Embodiment 2
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 170 ︰, 6 ︰ 2.2 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 3
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 170 ︰, 8 ︰ 1.8 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 4
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 130 ︰, 8 ︰ 1.8 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 5
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 140 ︰, 7 ︰ 1.8 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 6
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 140 ︰, 7 ︰ 1.8 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 7
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 130 ︰, 6 ︰ 1.8 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 8
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 130 ︰, 6 ︰ 2.2 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
Embodiment 9
In the present embodiment, the shearing test device of used soil body shear band is same as Example 1.
In the present embodiment, the shearing test method of used soil body shear band is as different from Example 1：Step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to the volume ratio of 100 ︰, 170 ︰, 8 ︰ 2.2 It is uniformly mixed.
In the present embodiment, remaining method and step of the shearing test method of used soil body shear band with 1 phase of embodiment Together.
The above is only presently preferred embodiments of the present invention, is not imposed any restrictions to the present invention, every according to the present invention Technical spirit changes any simple modification, change and equivalent structure made by above example, still falls within skill of the present invention In the protection domain of art scheme.

Claims (10)

1. soil body shearing test device under a kind of confining pressure state, it is characterised in that：Include that tested soil sample (1) is clamped Shearing clamp, the pressue device (2) to being tested soil sample (1) application confining pressure and the vertical load above the shearing clamp Device, the tested soil sample (1) are the cylindric soil sample cut using sampling spoon；
The pressue device (2) includes four pressurizing blocks, and four pressurizing blocks are laid in same level and its height Identical as the height of tested soil sample (1), the madial wall of four pressurizing blocks is arc-shaped side wall, the tested soil Sample (1) is held in the holding chamber between four pressurizing blocks；Four pressurizing blocks are respectively to be laid in tested soil sample (1) the left side pressurizing block (2-1), right side pressurizing block (2-2), front side pressurizing block (2-3) of left side, right side, front side and rear side and after Side pressurizing block (2-4)；
The shearing clamp includes upper fixture and the lower fixture immediately below the upper fixture, tested soil sample (1) folder It is held between the upper fixture and the lower fixture；The upper fixture it is assembled by three upper grip blocks laid from left to right and At, three upper grip blocks by a left side to it is rear be respectively upper left grip block (3), in upper grip block (4) and upper right grip block (5)； The lower fixture includes being located at the lower-left grip block (6) below upper left grip block (3) and the right side below upper right grip block (5) Lower grip block (8), there are the middle part soil bodys for being tested soil sample (1) between the lower-left grip block (6) and bottom right grip block (8) The movable passageway moved down, the bottom of upper grip block (4), which is provided with, in described can stretch to the top of the top in the holding chamber Push away boss (4-1)；The surface of the vertical loading device upper grip block (4) in being located at；
Four pressurizing blocks in the pressue device (2) are held between the upper fixture and the lower fixture.
2. soil body shearing test device under a kind of confining pressure state described in accordance with the claim 1, it is characterised in that：The upper fixture The diameter of tested soil sample (1) is all higher than with the width of the lower fixture, the width of upper grip block (4) is less than tested in described The diameter of soil sample (1).
3. according to soil body shearing test device under a kind of confining pressure state as claimed in claim 1 or 2, it is characterised in that：It is described to add Pressure device (2) further includes that front side connection bolt (2-5) connects bolt (2-6) with rear side, the front side connect bolt (2-5) and after It is in horizontal layout that side, which connects bolt (2-6), and the two is in parallel laying；The front side connection bolt (2-5) connects spiral shell with rear side Bolt (2-6) is located at the front and rear sides of tested soil sample (1), the front side pressurizing block (2-3) and rear side pressurizing block (2-4) point Not between left side pressurizing block (2-1) and the front and rear sides of right side pressurizing block (2-2)；The left side pressurizing block (2-1), front side Pressurizing block (2-3) connects bolt (2-5) by front side with right side pressurizing block (2-2) and is connected as one, the left side pressurizing block (2- 1), rear side pressurizing block (2-4) connects bolt (2-6) by rear side with right side pressurizing block (2-2) and is connected as one.
4. soil body shearing test device under a kind of confining pressure state described in accordance with the claim 3, it is characterised in that：Further include pair plus The confining pressure measuring device that the pressure that pressure device (2) is applied in tested soil sample (1) measures；
The left side pressurizing block (2-1) and right side pressurizing block (2-2) are laid in symmetrical, the front side pressurizing block (2-3) and rear side Pressurizing block (2-4) is laid in symmetrical；Front side connection bolt (2-5) and rear side connect bolt (2-6) with front side pressurizing block (2-3) perpendicular laying；
The arc radius of the madial wall of four pressurizing blocks is respectively less than the radius of tested soil sample (1).
5. according to soil body shearing test device under a kind of confining pressure state as claimed in claim 1 or 2, it is characterised in that：Under described Fixture further include between lower-left grip block (6) and bottom right grip block (8) in lower grip block, the lower-left grip block (6) Underface positioned at upper left grip block (3), the bottom right grip block (8) are located at the underface of upper right grip block (5), it is described under The underface of grip block upper grip block (4) in being located at；
The upper left grip block (3), in upper grip block (4), upper right grip block (5), lower-left grip block (6), it is described in lower clamping Block and bottom right grip block (8) are in horizontal layout；The upper left grip block (3) is identical with the height of upper right grip block (5), described In the height of upper grip block (4) be not less than the height of upper left grip block (3)；The lower-left grip block (6), it is described in lower grip block With the height all same of bottom right grip block (8), descending grip block to include in described can be in lower-left grip block (6) and bottom right grip block (8) the upper clamp block (7) moved up and down between；
Between the upper left grip block (3) and lower-left grip block (6), in it is upper between grip block (4) and upper clamp block (7) and It is attached by vertically connecting bolt (10) between upper right grip block (5) and bottom right grip block (8).
6. soil body shearing test device under a kind of confining pressure state according to claim 5, it is characterised in that：The lower fixture For spacer-type fixture or projective table type fixture；
The spacer-type fixture further include three respectively pad mounted in lower-left grip block (6), it is described in lower grip block and bottom right clamping The top of block (8) and the cushion block (13) in the holding chamber can be stretched to, three cushion blocks (13) are spliced to form a cake Shape bed course；
Lower-left grip block (6) in the projective table type fixture, it is described in the top of lower grip block and bottom right grip block (8) be respectively set One lower part pushing tow boss that can be stretched in the holding chamber, three lower part pushing tow boss are assemblied to form one to tested Try the cylindrical Zhi Dingtai that soil sample (1) carries out upward support top.
7. a kind of side carrying out soil body shearing test under confining pressure state using soil body shearing test device as described in claim 1 Method, which is characterized in that this approach includes the following steps：
Step 1: sampling：Tested soil sample (1) is cut from soil body shear band to be tested using the sampling spoon；
The tested soil sample (1) is that cylindric and its upper and lower surface is plane；
Step 2: shearing test and Soil Microstructure image obtain, process is as follows：
Step 201, soil sample and pressue device clamping：Tested soil sample (1) and pressue device (2) level are held on described Between fixture and the lower fixture, and tested soil sample (1) is made to be located at the institute in pressue device (2) between four pressurizing blocks It states in holding chamber, and is tested the underface of upper grip block (4) during soil sample (1) is located at；At this point, the tested soil sample (1) Upper surface is in horizontal layout, and the upper surface of tested soil sample (1) is face to be tested；
Step 202, shearing test, include the following steps：
Step 2021, soil sample apply confining pressure：Confining pressure is applied to tested soil sample (1) using pressue device (2), and to pressue device (2) the pressure F being applied in tested soil sample (1)It enclosesIt is recorded；
Step 2022, vertical load：Grip block (4) is gone up using the vertical loading device and in passing through to described in step 201 Tested soil sample (1) applies vertical pressure, makes tested soil sample (1) that failure by shear occur, and be calculated and apply confining pressure state The shear strength of tested soil sample (1) down；
After failure by shear occurs, the middle part soil body of the tested soil sample (1) moves down and soil body and the left and right sides soil body in the middle part of it Between be respectively formed one of shearing seam；
In step 2022 in vertical loading procedure, confining pressure is continuously applied to tested soil sample (1) using pressue device (2)；
Step 203, solidify liquid instill：Prepared solidify liquid in advance is instilled in step 202 to the inside that seam is sheared described in twice Top cures the soil body of the shearing seam inside upper part by the solidify liquid, and the soil body after solidification is in shearing seam Cure the soil body；
The solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 ︰ (130~170) ︰ (6~ 8) the volume ratio of ︰ (1.8~2.2) is uniformly mixed；
Step 204, the truncation of soil sample bottom：Cutting tool is sampled and along the bottom surface of pressue device (2), to being tested soil sample (1) bottom Portion carries out truncation；
Step 205, soil sample support top：After the soil body solidification of the shearing seam inside upper part, using support top tool by tested soil Sample (1) is along pressue device (2) upward support top, until shearing the solidification soil body in the shearing seam of seam described in twice moves to pressurization On the outside of device (2)；
Truncation at the top of step 206, soil sample：It samples cutting tool and along the top surface of pressue device (2), tested soil sample (1) is pushed up Portion carries out truncation；
Soil body sample is taken out in step 207, shearing seam：From the soil body cut down in step 206, take out in the shearing seam Cure the soil body as soil body sample in shearing seam；
Soil body sample following process in step 208, shearing seam：To the to be tested of the interior soil body sample of shearing seam described in step 207 Face cut, is polished and polishing treatment, and soil body inspection surface is obtained；
Step 209, electron-microscope scanning：Soil body inspection surface described in step 208 is scanned using scanning electron microscope, and described in acquisition The electron-microscope scanning image of soil body inspection surface.
8. according to the method for claim 7, it is characterised in that：Pressue device described in step 2021 (2) further includes front side Connection bolt (2-5) connects bolt (2-6) with rear side, and the front side connection bolt (2-5) connects bolt (2-6) with rear side and is in Horizontal layout and the two are in parallel laying；Front side connection bolt (2-5) connected with rear side bolt (2-6) be located at it is tested The front and rear sides of soil sample (1) are tried, the front side pressurizing block (2-3) and rear side pressurizing block (2-4) are located at left side pressurizing block (2- 1) between the front and rear sides of right side pressurizing block (2-2)；The left side pressurizing block (2-1), front side pressurizing block (2-3) and right side add Briquetting (2-2) connects bolt (2-5) by front side and is connected as one, the left side pressurizing block (2-1), rear side pressurizing block (2-4) Bolt (2-6) is connected with right side pressurizing block (2-2) by rear side to be connected as one；
Front side connection bolt (2-5) connects that bolt (2-6) is laid on the same water surface and the two is respectively positioned on a left side with rear side The middle part of side pressurizing block (2-1)；Front side connection bolt (2-5) connect with rear side bolt (2-6) including horizontal screw bolt with Left and right two is separately mounted on the horizontal screw bolt and is carried out respectively to left side pressurizing block (2-1) and right side pressurizing block (2-2) The stop nut of limit；Two stop nuts be located at left side pressurizing block (2-1) and right side pressurizing block (2-2) outside Side；
When applying confining pressure to tested soil sample (1) using pressue device (2) in step 2021, spiral shell is connected by adjusting separately front side Bolt (2-5) connects two stop nuts on bolt (2-6) with rear side and drives left side pressurizing block (2-1) and right side pressurizing block (2-2) synchronization moves horizontally inwardly, then pressurizing block (2-3) and rear side pressurizing block (2-4) are horizontal inwardly on front side of Level Promoting It is mobile；
When carrying out solidify liquid instillation in step 203, the solidify liquid is dropped to the inside upper part of the shearing seam dropwise with dropper, Until dripped solidify liquid is completely covered the shearing and sews on portion；The height of the solidification soil body is 1mm in shearing seam described in step 203 ~5mm；
When using support top tool by tested soil sample (1) along pressue device (2) upward support top in step 205, branch heights of roofs is not small The height of the solidification soil body in the shearing seam described in step 203.
9. according to the method described in claim 7 or 8, it is characterised in that：The tested soil sample (1) being calculated in step 202 Shear strength be to be tested the shear strength of soil sample (1) described in step 201 at face present position to be tested, in step 209 The electron-microscope scanning image of the soil body inspection surface obtained is that soil sample is tested at face present position to be tested described in step 201 (1) soil body electron-microscope scanning image in shearing seam；
After the completion of soil sample top horizontal is cut in step 206, the upper surface of the tested soil sample (1) is plane, and is tested at this time The upper surface of soil sample (1) is next face to be tested；
It, need to also be according to the method described in step 2, to being tested the next of soil sample (1) in step 209 after the completion of electron-microscope scanning A face to be tested carries out shearing test and Soil Microstructure image obtains.
10. according to the method for claim 9, it is characterised in that：After the completion of being sampled in step 1, also need according to sampling spoon Depth selection, tested depth of soil sample (1) upper surface on the soil body shear band to be tested is determined；
The quantity that face to be tested described in soil sample (1) is tested described in step 1 is N number of, and wherein N is positive integer and N >=2；N A face to be tested is from top to bottom laid and the face to be tested in N number of face to be tested positioned at topmost is waited for for top Test surfaces, the N-1 faces to be tested in N number of face to be tested in addition to the face to be tested of the top be that lower part is waited for Test surfaces；
It in step 209 after the completion of electron-microscope scanning, also needs to repeat step 2 N-1 times, until completing to be tested N number of institute in soil sample (1) State the shearing test and Soil Microstructure image acquisition procedures in face to be tested；
Shearing test and Soil Microstructure image are carried out to any of the tested soil sample (1) lower part face to be tested Before acquisition, it is both needed to according to tested depth of soil sample (1) upper surface on the soil body shear band to be tested described in step 1 Degree, and combination carries out shearing test to each face to be tested above the face to be tested of the lower part and Soil Microstructure image obtains Branch heights of roofs of the support top tool by tested soil sample (1) along the upward support top of pressue device (2) is used during taking in step 205, Depth of the lower part face to be tested on the soil body shear band to be tested is determined；
The shearing test and Soil Microstructure image acquisition procedures in N number of face to be tested are equal in the tested soil sample (1) After the completion, the shear strength on the soil body shear band to be tested at N number of different depth is obtained, and obtains the soil body to be tested Soil body electron-microscope scanning image in shearing seam on shear band at N number of different depth.
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