CN106198255A - Soil body shearing test device and shearing test method under a kind of confined pressure state - Google Patents

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

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Publication number
CN106198255A
CN106198255A CN201610458867.0A CN201610458867A CN106198255A CN 106198255 A CN106198255 A CN 106198255A CN 201610458867 A CN201610458867 A CN 201610458867A CN 106198255 A CN106198255 A CN 106198255A
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tested
soil sample
grip block
block
soil
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CN106198255B (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 method under a kind of confined pressure state, this shearing test device includes the shearing clamp clamping tested soil sample, tested soil sample is applied the pressue device of confined pressure and is positioned at the vertical loading device above shearing clamp, shearing clamp includes fixture and lower clamp, and pressue device includes four pressurizing block；This shearing test method includes step: one, sample；Two, shearing test and Soil Microstructure Image Acquisition: soil sample and pressue device clamping, shearing test, solidification drop enter, truncation, soil sample support top, the truncation of soil sample top bottom soil sample, shear seam in soil body sample take out, shear soil body sample following process and electron-microscope scanning in seam.The present invention is reasonable in design, realization is convenient and the input cost time relatively low, used is short, using effect good, and energy is easy, be rapidly completed the soil sample shearing test process of soil body shear band under confined pressure state, and can accurately analyze Soil Microstructure under confined pressure state.

Description

Soil body shearing test device and shearing test method under a kind of confined pressure state
Technical field
The invention belongs to Geotechnical Engineering field, especially relate under a kind of confined pressure state soil body shearing test device and Shearing test method.
Background technology
In recent years, mankind's activity is the strongest to the transformation of natural environment.Human dried bloodstains has caused many geology calamities Evil causes huge injury to the people's lives and property.Wherein, the slope instability of mankind's activity induction 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 grow at lithosphere or soil In body and have the strong deformation band of shear strain, the shear band grown in the soil body is soil body shear band.This Zona transformans is permissible To strain discontinuous planar structure (tomography), or appear can not see geometric discontinuity on yardstick and in strain continuously Ductile shear belt.Research shows that the formation of shear band is closely related with the softening properties of material itself.The soil body is made in inside and outside geology Under with, formalness or internal structure produce partial fracture, and deformation is gradually concentrated in the shear band of relative narrowness, and further Extension forms the most through slip-crack surface, ultimately forms landslide.Along with landslide failure is understood in depth by people, researchers are led to Cross various method the expansion process on landslide band (also referred to as soil body shear band) during landslide failure is studied.Nowadays, The problem on deformation of soil body shear band has become as an important topic of rock-soil mechanics area research.
When carrying out shearing test currently for soil body shear band, the test method used mainly has CT visualization scanning Method, triaxial test and digital observation combined techniques etc., the test apparatus used accordingly mainly has direct shear apparatus, triaxial compression test to fill Put and tensilometer etc., but above-mentioned method of testing and assay device are only capable of solving the local problem of Rock And Soil internal shear band, and There is apparatus structure complexity the most to some extent, experimentation cost is high, process of the test is loaded down with trivial details, poor operability, test effect are poor Etc. problem, most importantly can not easy, quickly and accurately the Soil Microstructure of shear band is analyzed, thus can not Understand the Soil Microstructure affecting laws to soil body shear band macro manifestations, it is impossible to set up the soil body microcosmic knot of soil body shear band Contacting between structure characteristic and its macro manifestations.It addition, should be noted: existing shearing test device is in shearing test process In be not the most provided that confined pressure, it is impossible to preferably simulate the stress of the soil body.
Summary of the invention
The technical problem to be solved is for above-mentioned deficiency of the prior art, it is provided that a kind of confined pressure state Lower soil body shearing test device, its simple in construction, reasonable in design and processing and fabricating and use easy and simple to handle, using effect good, adopt Apply confined pressure with pressue device, and synchronize to clamp tested soil sample and pressue device by upper fixture and lower clamp, can be easy, fast Speed completes soil sample shearing test under confined pressure state.
For solving above-mentioned technical problem, the technical solution used in the present invention is: soil body shearing test under a kind of confined pressure state Device, it is characterised in that: include the shearing clamp that tested soil sample is clamped, the pressurization that tested soil sample is applied confined pressure Device and be positioned at the vertical loading device above described shearing clamp, described tested soil sample is the circle using sampling spoon to cut Column soil sample；
Described pressue device includes that four pressurizing block, four described pressurizing block are all laid in same level and its height All identical with the height of tested soil sample, the medial wall of four described pressurizing block is circular arc sidewall, described tested soil sample It is held in the holding chamber between four described pressurizing block；Four described pressurizing block are respectively laid on the left of tested soil sample, Right side, front side and the left side pressurizing block of rear side, right side pressurizing block, front side pressurizing block and rear side pressurizing block；
Described shearing clamp includes fixture and is positioned at the lower clamp immediately below described upper fixture, and described tested soil sample is pressed from both sides It is held between described upper fixture and described lower clamp；Described upper fixture is by three upper grip block assembly laid from left to right Become, three described upper grip blocks by a left side to rear be respectively upper left grip block, in upper grip block and upper right grip block；Described lower clamp Including the lower-left grip block being positioned at below the grip block of upper left be positioned at the bottom right grip block below upper right grip block, described lower-left presss from both sides Hold and between block and bottom right grip block, leave the movable passageway that the middle part soil body for tested soil sample moves down, described in upper clamping The bottom of block is provided with the top pushing tow boss that can stretch in described holding chamber；Described vertical loading device is upper clamping in being positioned at The surface of block；
Four described pressurizing block in described pressue device are all held between described upper fixture and described lower clamp.
Soil body shearing test device under above-mentioned a kind of confined pressure state, is characterized in that: described upper fixture and described lower clamp Width is all higher than the diameter of tested soil sample, described in the width of upper grip block less than the diameter of tested soil sample.
Soil body shearing test device under above-mentioned a kind of confined pressure state, is characterized in that: described pressue device also includes that front side connects Connecting bolt and rear side connecting bolt, described front side connecting bolt all lays in level with rear side connecting bolt and the two is parallel cloth If；Described front side connecting bolt and rear side connecting bolt lay respectively at both sides before and after tested soil sample, described front side pressurizing block With rear side pressurizing block lays respectively at before and after left side pressurizing block and right side pressurizing block between both sides；Described left side pressurizing block, front side Pressurizing block and right side pressurizing block are connected as one by front side connecting bolt, described left side pressurizing block, rear side pressurizing block and right side Pressurizing block is connected as one by rear side connecting bolt.
Soil body shearing test device under above-mentioned a kind of confined pressure state, is characterized in that: also include pressue device is put on by The confined pressure measurement apparatus that pressure in test soil sample measures；
Described left side pressurizing block and right side pressurizing block are symmetrically laid, and described front side pressurizing block and rear side pressurizing block are symmetrically Lay；All perpendicular with the front side pressurizing block laying of described front side connecting bolt and rear side connecting bolt；
The arc radius of the medial wall of four described pressurizing block is respectively less than the radius of tested soil sample.
Soil body shearing test device under above-mentioned a kind of confined pressure state, is characterized in that: described lower clamp also includes being positioned at lower-left Lower grip block between grip block and bottom right grip block, described upper left grip block is positioned at the underface of upper left grip block, described Bottom right grip block is in being positioned at immediately below upper grip block, described in lower grip block be positioned in the underface of upper grip block；
Described upper left grip block, in upper grip block, upper right grip block, lower-left grip block, described in lower grip block and bottom right Grip block is all laid in level；Described upper left grip block is identical with the height of upper right grip block, described in the height of upper grip block Height not less than upper left grip block；Described lower-left grip block, described in lower grip block the most identical with the height of bottom right grip block, In described, lower grip block includes the upper clamp block that can move up and down between lower-left grip block and bottom right grip block；
Between described upper left grip block and lower-left grip block, in upper between grip block and upper clamp block and upper right clamping All it is attached by vertical connecting bolt between block and bottom right grip block.
Soil body shearing test device under above-mentioned a kind of confined pressure state, is characterized in that: described lower clamp be spacer-type fixture or Projective table type fixture；
Described spacer-type fixture also include three respectively pad be contained in lower-left grip block, described in lower grip block and bottom right clamping The top of block and can stretch to the cushion block in described holding chamber, three described cushion blocks are spliced to form a round pie bed course；
Lower-left grip block in described projective table type fixture, described in the top of lower grip block and bottom right grip block be respectively provided with one The individual bottom pushing tow boss that can stretch in described holding chamber, three described bottom pushing tow boss are assemblied to form one to tested Soil sample carries out the cylindrical Zhi Dingtai of upwards support top.
Meanwhile, the invention also discloses a kind of method step simple, reasonable in design and realize convenient, good the enclosing of using effect Soil body shearing test method under pressure condition, it is characterised in that the method comprises the following steps:
Step one, sampling: use described sampling spoon to cut tested soil sample from soil body shear band to be tested；
Described tested soil sample is cylindric and its upper and lower surface is plane；
Step 2, shearing test and Soil Microstructure Image Acquisition, process is as follows:
Step 201, soil sample and pressue device clamping: equal to tested soil sample and pressue device level is held on described upper folder Between tool and described lower clamp, and make the tested soil sample described holding chamber in pressue device between four described pressurizing block In, and tested soil sample be positioned in the underface of upper grip block；Now, the upper surface of described tested soil sample is that level is laid, And the upper surface of tested soil sample is to be tested；
Step 202, shearing test, comprise the following steps:
Step 2021, soil sample apply confined pressure: use pressue device that tested soil sample is applied confined pressure, and execute pressue device The pressure F being added in tested soil sampleEncloseCarry out record；
Step 2022, vertically loading: in using described vertical loading device and passing through, upper grip block is to described in step 201 Tested soil sample applies vertical pressure, makes tested soil sample generation failure by shear, and calculates under applying confined pressure state tested The shear strength of examination soil sample；
After there is failure by shear, the middle part soil body of described tested soil sample moves down and the soil body and the left and right sides soil body in the middle part of it Between be respectively formed one shearing seam；
In step 2022 in vertical loading procedure, pressue device is used continuously tested soil sample to be applied confined pressure；
Step 203, solidification drop enter: enter to shear seam in step 202 described in twice by the solidification drop prepared in advance Inside upper part, is solidified the described soil body shearing seam inside upper part by described solidification liquid, and the soil body after solidification is for shearing The solidification soil body in seam；
Described solidification liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 (130～170) The volume ratio of (6～8) (1.8～2.2) is uniformly mixed；
Truncation bottom step 204, soil sample: sampling cutting tool and the bottom surface along pressue device, bottom tested soil sample Carry out truncation；
Step 205, soil sample support top: after the described soil body solidification shearing seam inside upper part, use support top instrument by tested Examination soil sample is along pressue device upwards support top, until the solidification soil body all moves to add press-fit in shearing the described shearing seam of seam described in twice Put outside；
Step 206, the truncation of soil sample top: sampling cutting tool and the end face along pressue device, to tested soil sample top Carry out truncation；
In step 207, shearing seam, soil body sample is taken out: in the soil body cut down from step 206, take out described shearing In seam, the solidification soil body is as soil body sample in shearing seam；
Soil body sample following process in step 208, shearing seam: treat shearing the interior soil body sample of seam described in step 207 Test surfaces carries out cutting, polishing and polishing, it is thus achieved that soil body inspection surface；
Step 209, electron-microscope scanning: use scanning electron microscope that soil body inspection surface described in step 208 is scanned, and obtain The electron-microscope scanning image of described soil body inspection surface.
Said method, is characterized in that: pressue device described in step 2021 also includes that front side connecting bolt and rear side connect Bolt, described front side connecting bolt all lays in level with rear side connecting bolt and the two is parallel laying；Described front side connects Bolt and rear side connecting bolt lay respectively at both sides before and after tested soil sample, described front side pressurizing block and rear side pressurizing block respectively Before and after left side pressurizing block and right side pressurizing block between both sides；Described left side pressurizing block, front side pressurizing block and right side pressurization Block is connected as one by front side connecting bolt, and described left side pressurizing block, rear side pressurizing block and right side pressurizing block are connected by rear side Connecting bolt connects as one；
Described front side connecting bolt and rear side connecting bolt are all laid on the same water surface and both is positioned at left side pressurization The middle part of block；It is described that described front side connecting bolt and rear side connecting bolt all include that horizontal screw bolt and two, left and right are separately mounted to Spacing stop nut is carried out on horizontal screw bolt and respectively to left side pressurizing block and right side pressurizing block；Two described stop nuts divide It is not positioned at left side pressurizing block and the outside of right side pressurizing block；
When step 2021 using pressue device tested soil sample is applied confined pressure, by adjusting front side connecting bolt respectively Synchronize to move to inner side level with pressurizing block and right side pressurizing block on the left of two described stop nuts drives on rear side connecting bolt Dynamic, then on front side of Level Promoting, pressurizing block and rear side pressurizing block move horizontally to inner side；
Step 203 carries out solidify drop fashionable, with dropper, described solidification liquid is dropwise dropped to the inner side of described shearing seam Top, is completely covered described shearing sews on portion until dripping solidification liquid；The height of the soil body is solidified in shearing seam described in step 203 For 1m～5mm；
When using support top instrument by tested soil sample along pressue device upwards support top in step 205, a heights of roofs is not less than The height of the soil body is solidified in shearing seam described in step 203.
Said method, is characterized in that: the shear strength of the tested soil sample calculated in step 202 is in step 201 The shear strength of tested soil sample at described to be tested present position, the electricity of the described soil body inspection surface obtained in step 209 Scarnning mirror image is the interior soil body electron-microscope scanning figure of shearing seam of tested soil sample to be tested present position described in step 201 Picture；
After in step 206, soil sample top horizontal cuts into, the upper surface of described tested soil sample is plane, and the most tested The upper surface of soil sample is next described to be tested；
After in step 209, electron-microscope scanning completes, also need to be according to the method described in step 2, to next of tested soil sample Individual described face to be tested carries out shearing test and Soil Microstructure Image Acquisition.
Said method, is characterized in that: after having sampled in step one, also needs the depth selection according to sampling spoon, to quilt The test soil sample upper surface degree of depth on described soil body shear band to be tested is determined；
Described in step one, the quantity of to be tested described in tested soil sample is N number of, and wherein N is positive integer and N >=2；N Individual described face to be tested is from top to bottom laid and is positioned at described to be tested of topmost in N number of described to be tested and treats for top Test surfaces, treats for being bottom for N-1 in addition to be tested of described top described to be tested in N number of described to be tested Test surfaces；
After in step 209, electron-microscope scanning completes, also need N-1 time to repeat step 2, until completing N number of institute in tested soil sample State shearing test and the Soil Microstructure image acquisition procedures of to be tested；
Any one face to be tested, described bottom in described tested soil sample is carried out shearing test and Soil Microstructure figure Before obtaining, it is both needed to according to deep on described soil body shear band to be tested of soil sample upper surface tested described in step one Degree, and combine and be pointed to the face each to be tested of to be tested top, this bottom and carry out shearing test and Soil Microstructure image obtains During taking, step 205 use support top instrument by tested soil sample along the heights of roofs of pressue device upwards support top, under this To be tested of the portion degree of depth on described soil body shear band to be tested is determined；
In described tested soil sample, shearing test and the Soil Microstructure image acquisition procedures of N number of described to be tested are equal After completing, it is thus achieved that shear strength at N number of different depth on described soil body shear band to be tested, and obtain the described soil body to be tested On shear band, interior soil body electron-microscope scanning image is stitched in the shearing at N number of different depth.
The present invention compared with prior art has the advantage that
1, the shearing test device simple in construction used and processing and fabricating are easy, and input cost is relatively low.Meanwhile, this shearing Assay device easy accessibility, light small and exquisite, and it is prone to mass production, can repeatedly use.
2, the shearing test device used is reasonable in design, including shearing clamp, pressue device be positioned on shearing clamp The vertical loading device of side, pressue device includes four pressurizing block；Shearing clamp includes fixture and lower clamp, and upper fixture is by three The individual upper grip block laid from left to right is assembled, three upper grip blocks by a left side to rear be respectively upper left grip block, in upper folder Hold block and upper right grip block；Lower clamp includes lower-left grip block and bottom right grip block, between lower-left grip block and bottom right grip block Leave the movable passageway that the middle part soil body for tested soil sample moves down.
3, the shearing clamp used, by lucite or resin material machine-shaping, can intuitively be observed the soil body and shear Journey.Further, the shearing clamp used is spliced by multiple grip blocks, and occupation mode is flexible, assembles simplicity and replaces conveniently, Easy can store after dismounting simultaneously, take up room little.
The specification of tested soil sample is not limited by the shearing clamp 4, used, and tested soil sample is synchronized together with pressue device Clamp, can be suitably used for the shearing test process of the tested soil sample of plurality of specifications, simple in construction, easy for installation and input cost Low, easy and simple to handle and practical value is high during use, pollution-free, little to surrounding environment influence, and when testing pressure by erecting Directly read to the device for measuring force of charger, easy, accurately, can effectively solve what loose earth shear strength was difficult to measure Problem, popularizing application prospect is extensive, can realize the soil body shearing test under confined pressure state simultaneously.
5, the pressue device used includes four pressurizing block, confined pressure of easy, quickly constructing tested soil sample, and Pressure size adjustment is easy.Meanwhile, institute's operation pressure measures simplicity.Time actually used, easy can provide for tested soil sample and enclose Pressure, thus can preferably simulate the real bearing state of the soil body.And pressure applied adjusts simplicity.
6, the shearing test device used uses easy and simple to handle and using effect good, direct by upper fixture and lower clamp Clamping tested soil sample and pressue device, without tested soil sample is done any process before test, energy is easy, be rapidly completed soil Sample shearing test.Further, this shearing test device testing efficiency is high and test result is accurate, and test process is easily controllable.
7, the shearing test method step used is simple, reasonable in design and realizes convenient, workable, experimentation cost Relatively low, using effect good, test method is flexible, according to actual needs, same tested soil sample can be carried out one or many Shearing test, should be able to obtain the shearing test result at tested soil sample differing heights, mutually in conjunction with repeatedly shearing test result energy Draw tested soil sample shear extension process from top to bottom under confined pressure state, creatively propose a kind of confined pressure state down cut Band expansion process test method, it is achieved simplicity and using effect are good.Shearing test process, mainly includes pressue device and soil Sample clamping, shearing test, solidification drop enter, truncation, soil sample support top, the truncation of soil sample top bottom soil sample, shear soil body examination in seam Sample takes out, shears soil body sample following process and nine steps of electron-microscope scanning in seam, it is achieved simplicity and using effect are good, shear examination Test process easily controllable.
8, use shearing test device after carrying out shearing test, to form twice and shear seam, then use solidification liquid to shearing in seam The soil body solidifies, it is achieved simplicity and using effect are good, the shearing seam obtained after will not damaging soil sample internal structure, and solidification Interior soil body sample can truly reflect the practical structures of the interior soil body of confined pressure state down cut seam.
9, the shearing test method that used can be different in tested soil body shear band under easy, quick obtaining confined pressure state Microstructure at the shear strength of depth and clipped position, can observe and analyze the tested soil body under macroscopic conditions and shear Soil Microstructure under the different depth of band, analysis result accurately has evidence, and can be used for soil body shear band expansion process mould Intend.The employing present invention can measure the shear strength under confined pressure state at soil body shear band different depth, and can study soil body shearing With the Soil Microstructure at different depth, it is thus possible to draw the expansion process of soil body shear band under confined pressure state, and can be to enclosing Under pressure condition in the soil body shear band expansion process situation of change of microstructure carry out accurate, quickly study.Thus, use this Bright can easy, quickly and accurately the Soil Microstructure of confined pressure state down cut band is analyzed, it is thus possible to understand granule The Soil Microstructure of the level affecting laws to soil body shear band macro manifestations, and set up soil body shearing under confined pressure state accordingly Contacting between Soil Microstructure characteristic and its macro manifestations of band, and can accurately draw soil body shear band under confined pressure state Form rule.
10, applied widely, can effectively be suitable for the shearing test process to soil body shear bands such as loess, weak soil, landslide slip.
In sum, the present invention is reasonable in design, realization is convenient and the input cost time relatively low, used is short, using effect good, Energy is easy, be rapidly completed the soil sample shearing test process of soil body shear band under confined pressure state, and can be micro-to the soil body under confined pressure state See structure accurately to analyze.
Below by drawings and Examples, technical scheme is described in further detail.
Accompanying drawing explanation
Fig. 1 is the structural representation of cutting test device of the present invention.
Fig. 2 is the use state reference map of shearing clamp of the present invention and pressue device.
Fig. 2-1 is the structural representation 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 view of Fig. 2.
Fig. 4 is the structural representation of pressue device of the present invention.
Fig. 5 is the use state reference map of pressue device of the present invention.
Fig. 6 is the FB(flow block) of the used shearing test method of the present invention.
Fig. 7-1 use vertical loading device that tested soil sample is pressed down for the present invention after trystate with reference to figure.
Before Fig. 7-2 uses vertical loading device to press the next one face to be tested of tested soil sample down for the present invention Trystate is with reference to figure.
After Fig. 7-3 uses vertical loading device to press the next one face to be tested of tested soil sample down for the present invention Trystate is with reference to figure.
Description of reference numerals:
1 tested soil sample；2 pressue devices；Pressurizing block on the left of 2-1；
Pressurizing block on the right side of 2-2；Pressurizing block on front side of 2-3；Pressurizing block on rear side of 2-4；
Connecting bolt on front side of 2-5；Connecting bolt on rear side of 2-6；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 vertical connecting bolts；11 hydraulic jack；
12 stop collars；13 cushion blocks.
Detailed description of the invention
Embodiment 1
Soil body shearing test device under a kind of confined pressure state as shown in Figure 1, including clamp tested soil sample 1 Shearing clamp, tested soil sample 1 is applied the pressue device 2 of confined pressure and is positioned at vertically adding above described shearing clamp and carries Putting, described tested soil sample 1 is the cylindric soil sample using sampling spoon to cut；
As shown in Figure 4, Figure 5, described pressue device 2 includes four pressurizing block, and four described pressurizing block are all laid in same On horizontal plane and it is all the most identical with the height of tested soil sample 1, the medial wall of four described pressurizing block is circular arc side Wall, described tested soil sample 1 is held in the holding chamber between four described pressurizing block；Four described pressurizing block are respectively to be laid On the left of tested soil sample 1, right side, front side and left side pressurizing block 2-1 of rear side, right side pressurizing block 2-2, front side pressurizing block 2-3 With rear side pressurizing block 2-4；
In conjunction with Fig. 2, Fig. 2-1, Fig. 2-2 and Fig. 3, described shearing clamp includes fixture and is positioned at immediately below described upper fixture Lower clamp, described tested soil sample 1 is held between described upper fixture and described lower clamp；Described upper fixture by three from a left side Assembled to the upper grip block of right laying, three described upper grip blocks by a left side to rear be respectively upper left grip block 3, in upper clamping Block 4 and upper right grip block 5；Described lower clamp includes the lower-left grip block 6 being positioned at below upper left grip block 3 and is positioned at upper right clamping Bottom right grip block 8 below block 5, leaves the middle part for tested soil sample 1 between described lower-left grip block 6 and bottom right grip block 8 The movable passageway that the soil body moves down, described in the bottom of upper grip block 4 be provided with the top that can stretch in described holding chamber Pushing tow boss 4-1；Described vertical loading device is the surface of upper grip block 4 in being positioned at；
Four described pressurizing block in described pressue device 2 are all held between described upper fixture and described lower clamp.
In the present embodiment, the width of described upper fixture and described lower clamp is all higher than the diameter of tested soil sample 1, described in The width of upper grip block 4 is less than the diameter of tested soil sample 1.
In the present embodiment, described upper left grip block 3 the most identical with size with the structure of upper right grip block 5 and the two symmetrically Laying, described lower-left grip block 6 is with the structure of bottom right grip block 8 is the most identical with size and the two is symmetrically laid.
In the present embodiment, the width of described top pushing tow boss 4-1 with in the width of upper grip block 4 is identical and its thickness not It is pressed downward against height to tested soil sample 1 is perpendicular less than described vertical loading device.Before and after described top pushing tow boss 4-1, sidewall divides Not with described holding chamber before and after inwall be close to.
Actual adding man-hour, described top pushing tow boss 4-1 can be in being fixed on adhesive means bottom upper grip block 4, it is possible to With with in upper grip block 4 processing and fabricating be integrated.
In the present embodiment, described vertical loading device is in vertically to the hydraulic jack 11 laid or hydraulic jack.
Time actually used, described vertical loading device can also use other type of charger.
In the present embodiment, described upper fixture and described lower clamp are cuboid fixture.Further, the length of described upper fixture All identical with described lower clamp with width.
Further, the diameter that width is tested soil sample 1 of upper grip block 4 in describedIn the present embodiment, described The diameter that width is tested soil sample 1 of grip block 4 inTime actually used, can according to specific needs, in centering The width of grip block 4 adjusts accordingly.
In the present embodiment, the height of described tested soil sample 1 is identical with the height of described sampling spoon and the two height It is 20mm.Further, the diameter of described tested soil sample 1 is identical with the internal diameter of described sampling spoon.
Wherein, a diameter of 61.8mm of described sampling spoon.
In the present embodiment, the height of described sampling spoon is 20mm.
In the present embodiment, described lower clamp is lower clamping in also including between lower-left grip block 6 and bottom right grip block 8 Block, described upper left grip block 3 is positioned at the underface of upper left grip block 3, described bottom right grip block 8 in being positioned at upper grip block 4 just under Side, described in lower grip block be positioned in the underface of upper grip block 4；
Described upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, described in lower grip block and Bottom right grip block 8 is all laid in level；Described upper left grip block 3 is identical with the height of upper right grip block 5, described in upper grip block The height of 4 is not less than the height of upper left grip block 3；Described lower-left grip block 6, described in lower grip block and bottom right grip block 8 The most identical, described in lower grip block include the top folder that can move up and down between lower-left grip block 6 and bottom right grip block 8 Hold block 7；
Between described upper left grip block 3 and lower-left grip block 6, in upper between grip block 4 and upper clamp block 7 and upper right All it is attached by vertical connecting bolt 10 between grip block 5 and bottom right grip block 8.
In the present embodiment, between described 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 all attached by connecting bolt 10 vertical former and later two described. Former and later two described vertical connecting bolts 10 lay respectively at both sides before and after pressue device 2.
Further, described upper left grip block 3, lower-left grip block 6, in upper grip block 4, upper clamp block 7, upper right grip block 5 The bolt mounting holes that a confession vertical connecting bolt 10 is installed all is had with both sides before and after bottom right grip block 8.
Time actually used, described in upper grip block 4 can carry out between upper left grip block 3 and upper right grip block 5 on move down Dynamic.
In the present embodiment, described in the height of upper grip block 4 more than the height of upper left grip block 3, described in upper grip block 4 The big Hmm of height, wherein H=2～8 of aspect ratio upper left grip block 3.
In the present embodiment, described in lower grip block also include padding the pad dress block 9 being loaded on immediately below upper clamp block 7.
Further, described lower-left grip block 6 is identical with the height of bottom right grip block 8, and the height of described upper clamp block 7 is less than The height of lower-left grip block 6, and upper clamp block 7 is identical with the height of lower-left grip block 6 with the height sum of pad dress block 9.
In the present embodiment, described upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, described in Lower grip block and bottom right grip block 8 are cuboid；Described upper left grip block 3, in upper grip block 4 and the end of upper right grip block 5 Face is horizontal plane, described lower-left grip block 6, described in the end face of lower grip block and bottom right grip block 8 be horizontal plane.
Actual adding man-hour, described upper left grip block 3 is identical with the width of lower-left grip block 6, described in upper grip block 4 and institute In stating, the width of lower grip block is identical, and upper right grip block 5 is identical with the width of bottom right grip block 8.
In the present embodiment, described upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, described in Lower grip block is the most identical with the length and width of bottom right grip block 8.Further, described upper clamp block 7 and the length of pad dress block 9, Width is the most identical with height.
Actual add man-hour, described upper left grip block 3, in upper grip block 4, upper right grip block 5, lower-left grip block 6, top folder Hold block 7, bottom right grip block 8 and pad dress block 9 to be transparent with machine glass blocks.
As shown in Figure 4, Figure 5, described pressue device 2 also includes front side connecting bolt 2-5 and rear side connecting bolt 2-6, institute On front side of stating, connecting bolt 2-5 and rear side connecting bolt 2-6 all lays in level and the two is parallel laying；Described front side connects spiral shell Bolt 2-5 and rear side connecting bolt 2-6 lays respectively at both sides before and after tested soil sample 1, and described front side pressurizing block 2-3 and rear side add Briquetting 2-4 lays respectively at before and after left side pressurizing block 2-1 and right side pressurizing block 2-2 between both sides；Described left side pressurizing block 2-1, Front side pressurizing block 2-3 and right side pressurizing block 2-2 are connected as one by front side connecting bolt 2-5, described left side pressurizing block 2-1, Rear side pressurizing block 2-4 and right side pressurizing block 2-2 are connected as one by rear side connecting bolt 2-6.
Meanwhile, soil body shearing test device under confined pressure state of the present invention, also include pressue device 2 is put on by The confined pressure measurement apparatus that pressure in test soil sample 1 measures；
Described left side pressurizing block 2-1 and right side pressurizing block 2-2 are symmetrically laid, and described front side pressurizing block 2-3 and rear side add Briquetting 2-4 symmetrically lays；Described front side connecting bolt 2-5 and rear side connecting bolt 2-6 is all perpendicular with front side pressurizing block 2-3 Lay；
The arc radius of the medial wall of four described pressurizing block is respectively less than the radius of tested soil sample 1.
In the present embodiment, described confined pressure measurement apparatus is ergometer.
Time actually used, described confined pressure measurement apparatus can also use spring known to coefficient of elasticity, according to construction confined pressure During the deformation length of this spring the size of 2 operation pressures of pressue device is measured.
In the present embodiment, described confined pressure measurement apparatus also includes two respectively to left side pressurizing block 2-1 and right side pressurizing block The ergometer that the pressure that 2-2 applies measures.
Soil body shearing test method under a kind of confined pressure state as shown in Figure 6, comprises the following steps:
Step one, sampling: use described sampling spoon to cut tested soil sample 1 from soil body shear band to be tested；
Described tested soil sample 1 is plane for cylindric and its upper and lower surface；
Step 2, shearing test and Soil Microstructure Image Acquisition, process is as follows:
Step 201, soil sample and pressue device clamping: tested soil sample 1 and the equal level of pressue device 2 are held on described Between fixture and described lower clamp, and make the tested soil sample 1 described folder in pressue device 2 between four described pressurizing block Hold intracavity, and tested soil sample 1 be positioned in the underface of upper grip block 4；Now, the upper surface of described tested soil sample 1 is water Plain cloth sets, and the upper surface of tested soil sample 1 is to be tested；
Step 202, shearing test, comprise the following steps:
Step 2021, soil sample apply confined pressure: use pressue device 2 that tested soil sample 1 is applied confined pressure, and to pressue device 2 put on the pressure F in tested soil sample 1EncloseCarry out record；
Step 2022, vertically loading: in using described vertical loading device and passing through, upper grip block 4 is to institute in step 201 State tested soil sample 1 and apply vertical pressure, make tested soil sample 1 that failure by shear to occur, and calculate under applying confined pressure state The shear strength of tested soil sample 1；
After there is failure by shear, the middle part soil body of described tested soil sample 1 moves down and the soil body and left and right sides soil in the middle part of it One shearing seam it is respectively formed between body；
In step 2022 in vertical loading procedure, pressue device 2 is used continuously tested soil sample 1 to be applied confined pressure；
Step 203, solidification drop enter: enter to shear seam in step 202 described in twice by the solidification drop prepared in advance Inside upper part, is solidified the described soil body shearing seam inside upper part by described solidification liquid, and the soil body after solidification is for shearing The solidification soil body in seam；
Described solidification liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 150 72 body Long-pending ratio is uniformly mixed；
Truncation bottom step 204, soil sample: sampling cutting tool and the bottom surface along pressue device 2, to tested soil sample 1 end Portion carries out truncation；
Step 205, soil sample support top: after the described soil body solidification shearing seam inside upper part, use support top instrument by tested Examination soil sample 1 is along pressue device 2 upwards support top, until the solidification soil body all moves to pressurization in shearing the described shearing seam of seam described in twice Outside device 2；
Step 206, the truncation of soil sample top: sampling cutting tool and the end face along pressue device 2, push up tested soil sample 1 Portion carries out truncation；
In step 207, shearing seam, soil body sample is taken out: in the soil body cut down from step 206, take out described shearing In seam, the solidification soil body is as soil body sample in shearing seam；
Soil body sample following process in step 208, shearing seam: treat shearing the interior soil body sample of seam described in step 207 Test surfaces carries out cutting, polishing and polishing, it is thus achieved that soil body inspection surface；
Step 209, electron-microscope scanning: use scanning electron microscope that soil body inspection surface described in step 208 is scanned, and obtain The electron-microscope scanning image of described soil body inspection surface.
Wherein, described shear the interior soil body sample of seam to be tested is its upper surface.Thus, step 208 is sheared Soil body sample following process in seam, cuts the described upper surface shearing the interior soil body sample of seam, polishes and polishing.
In the present embodiment, described front side connecting bolt 2-5 and rear side connecting bolt 2-6 is all laid on the same water surface and two Person is respectively positioned on the middle part of left side pressurizing block 2-1；Described front side connecting bolt 2-5 and rear side connecting bolt 2-6 all includes horizontal helical Bar and two, left and right are separately mounted on described horizontal screw bolt and carry out left side pressurizing block 2-1 and right side pressurizing block 2-2 respectively Spacing stop nut；Two described stop nuts lay respectively at left side pressurizing block 2-1 and the outside of right side pressurizing block 2-2；
When step 2021 using pressue device 2 tested soil sample 1 is applied confined pressure, connect spiral shell by adjusting front side respectively On the left of two described stop nuts drives on bolt 2-5 and rear side connecting bolt 2-6, pressurizing block 2-1 and right side pressurizing block 2-2 are same Step moves horizontally to inner side, then on front side of Level Promoting, pressurizing block 2-3 and rear side pressurizing block 2-4 move horizontally to inner side.
Thus, by two described stop nuts on connecting bolt 2-5 and rear side connecting bolt 2-6 on front side of adjusting, energy Easy, quickly 2 operation pressure sizes of pressue device are adjusted.
Further, described pressue device 2 all leaves regulation gap between adjacent two the described pressurizing block in left and right.
In the present embodiment, when step 209 carries out electron-microscope scanning, also need to use energy disperse spectroscopy, obtain multiple described soil body and see The energy spectrogram in survey face.
So, according to the energy spectrogram of described soil body inspection surface, to each soil body in the electron-microscope scanning image of this soil body inspection surface The material of granule is determined.
In the present embodiment, support top instrument described in step 205 is pushing tow jack or pipe bending cylinder.
In the present embodiment, when step 207 carries out shearing seam interior soil body sample taking-up, need to be from step 205 described in twice Take out described shearing in shearing seam respectively and stitch interior soil body sample；Further, in shearing seam described in per pass, described shearing in seam is taken out During soil body sample, solidify the soil body in all taking out one or more described shearing seam in this shearing seam as native in described shearing seam Body sample.
Further, after step 207 is sheared seam interior soil body sample taking-up, also need soil body sample in described shearing seam is dried Dry or air-dried.
In the present embodiment, use baking oven that the described interior soil body sample of seam of shearing is dried.Time actually used, it is also possible to adopt Use natural air drying mode.
Before drying terminates, soil body sample once need to weigh in 8min～12min is to described shearing seam, until The described mass change of the interior soil body sample of seam of shearing is weighed for continuous three times all less than 0.02g compared with last weighing result Time, drying course terminates.
In the present embodiment, after using baking oven to soil body sample is toasted one hour in described shearing seam, took out every 10 minutes Weigh, weigh mass change until three times and be less than 0.02g, just complete the dried of the described interior soil body sample of shearing seam Journey.After in described shearing seam, soil body sample drying processes, internal residual moisture can be discharged, it is simple to be rapidly completed described shearing The inside solidification process of soil body sample in seam.Meanwhile, the described internal solids structure shearing the interior soil body sample of seam can effectively be kept It is not destroyed with hole.
In the present embodiment, before step 202 carries out shearing test, first pad dress block 9 level is extracted out, make upper clamp block 7 bottoms are unsettled.
After soil sample and pressue device have clamped in step 201, inner clamps is held pressue device 2 and tested soil sample 1 Described shearing clamp be placed horizontally on horizontal table, described vertical loading device is positioned on described horizontal table.
In the present embodiment, when in step 2022, shear strength to tested soil sample 1 calculates, according to formulaCalculate.
In formula (1), F is to apply the maximum that under confined pressure state, described tested soil sample 1 can bear in step 2022 to erect To pressure, A be step 202 applies vertical pressure to soil sample 1 tested described in step 201 during tested soil sample 1 The section of shear.Wherein, upper contact area between grip block 4 and tested soil sample 1 during A is.
In the present embodiment, step 203 carries out solidify drop fashionable, with dropper described solidification liquid dropwise dropped to described in cut The inside upper part of joint-cutting, is completely covered described shearing sews on portion until dripping solidification liquid.The process for preparation of described solidification liquid is easy And using effect is good, there is the advantages such as viscosity is less, thermosetting performance is good.
Time actually used, can according to specific needs, to described solidification liquid epoxy resin, acetone, ethylenediamine and adjacent benzene two The volume ratio of formic acid dibutyl ester adjusts accordingly.
In the present embodiment, step 203 is carried out solidify before drop enters, first by described upper fixture from tested soil sample 1 Remove.
In the present embodiment, step 203 solidifies after drop has entered and step 204 carries out bottom soil sample before truncation, need Stand until the described soil body shearing seam inside upper part is fully cured.
Further, stand under normal temperature condition, be under 20 DEG C～30 DEG C of temperature conditionss under normal temperature condition.
Time actually used, the described epoxy resin in described solidification liquid is bisphenol A type epoxy resin, bisphenol F type epoxy A kind of or the most several in resin, polyfunctionality novolac epoxy resin, linear phenolic epoxy resin or bromination type epoxy resin Mixture.In the present embodiment, the described epoxy resin in described solidification liquid is bisphenol A type epoxy resin.
In the present embodiment, in using described vertical loading device in step 2022 and passing through, upper grip block 4 is in step 201 After described tested soil sample 1 applies vertical pressure, described in upper grip block 4 move hmm, wherein h≤H vertically downwards.
In the present embodiment, being sampled in step one, the sampling method used is the routine sampling of described sampling spoon Method (i.e. cutting ring sampling method), sampling process is simple, it is convenient to realize.
The actual soil sample that carries out is when cutting, and described sampling spoon both can be in vertically to laying, it is also possible to inclined to laying. Thus, can according to specific needs the sampling direction of sampling spoon be adjusted.
In the present embodiment, the height solidifying the soil body in shearing seam described in step 203 is 1m～5mm；
When using support top instrument by tested soil sample 1 along pressue device 2 upwards support top in step 205, a heights of roofs is the least The height of the soil body is solidified in shearing seam described in step 203.
Time actually used, when step 205 using support top instrument by tested soil sample 1 along pressue device 2 upwards support top, Heights of roofs is 3m～6mm.
In the present embodiment, a heights of roofs is 5mm.
In the present embodiment, when solidifying the soil body in step 207 is taken out from the soil body cut down described shearing seam, use The described seam interior solidification soil body of shearing is glued out by cotton swab.
In the present embodiment, the shear strength of the tested soil sample 1 calculated in step 202 is to treat described in step 201 The shear strength of tested soil sample 1 at test surfaces present position, the electron-microscope scanning of the described soil body inspection surface obtained in step 209 Image is the interior soil body electron-microscope scanning image of shearing seam of tested soil sample 1 to be tested present position described in step 201；
After in step 206, soil sample top horizontal cuts into, the upper surface of described tested soil sample 1 is plane, and the most tested The upper surface of examination soil sample 1 is next described to be tested；
After in step 209, electron-microscope scanning completes, also need to be according to the method described in step 2, to tested soil sample 1 time One described face to be tested carries out shearing test and Soil Microstructure Image Acquisition.
In the present embodiment, after Fig. 7-1, Fig. 7-2 and Fig. 7-3, step one have sampled, also need according to described sampling The depth selection of cutting ring, is determined tested soil sample 1 upper surface degree of depth on described soil body shear band to be tested；
Described in step one, described in tested soil sample 1, the quantity of to be tested is N number of, and wherein N is positive integer and N >=2； N number of described face to be tested is from top to bottom laid and is positioned at described to be tested of topmost in N number of described to be tested for top To be tested, in N number of described to be tested N-1 in addition to be tested of described top described to be tested for being bottom To be tested；
After in step 209, electron-microscope scanning completes, also need N-1 time to repeat step 2, until completing in tested soil sample 1 N number of The shearing test of described to be tested and Soil Microstructure image acquisition procedures；
Any one face to be tested, described bottom in described tested soil sample 1 is carried out shearing test and Soil Microstructure figure Before obtaining, it is both needed to according to deep on described soil body shear band to be tested of soil sample 1 upper surface tested described in step one Degree, and combine and be pointed to the face each to be tested of to be tested top, this bottom and carry out shearing test and Soil Microstructure image obtains During taking, step 205 use support top instrument by tested soil sample 1 along the heights of roofs of pressue device 2 upwards support top, to this To be tested of the bottom degree of depth on described soil body shear band to be tested is determined；
The shearing test of N number of described to be tested and Soil Microstructure image acquisition procedures in described tested soil sample 1 After all completing, it is thus achieved that shear strength at N number of different depth on described soil body shear band to be tested, and obtain described soil to be tested On body shear band, interior soil body electron-microscope scanning image is stitched in the shearing at N number of different depth.
In the present embodiment, N=3～8.
Time actually used, can according to specific needs the value size of N be adjusted accordingly.
Further, when face to be tested to described top carries out shearing test and Soil Microstructure Image Acquisition, in step 202 Trystate before shearing test, refers to Fig. 3；Trystate after shearing test completes in step 202, refers to Fig. 7-1.Right It is positioned at lower section, to be tested of described top and to be tested with described top the described face to be tested of the adjacent next one to shear Test and during Soil Microstructure Image Acquisition, trystate before shearing test in step 202, refers to Fig. 7-2；Step Trystate after shearing test completes in 202, refers to Fig. 7-3.
Time actually used, described lower clamp is spacer-type fixture or projective table type fixture；
Described spacer-type fixture also include three respectively pad be contained in lower-left grip block 6, described in lower grip block and bottom right folder The top holding block 8 and the cushion block 13 that can stretch in described holding chamber, three described cushion blocks 13 are spliced to form a round pie pad Layer, the diameter of described round pie bed course is identical with 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 described projective table type fixture, described in the top of lower grip block and bottom right grip block 8 be respectively provided with The bottom pushing tow boss that one can stretch in described holding chamber, three described bottom pushing tow boss are assemblied to form one to tested Examination soil sample 1 carries out the cylindrical Zhi Dingtai of upwards support top, the diameter of described cylindrical Zhi Dingtai and the diameter phase of tested soil sample 1 With.
In the present embodiment, described lower clamp is spacer-type fixture.
Thus, any one face to be tested, described bottom in described tested soil sample 1 is carried out shearing test and soil body microcosmic In structural images acquisition process, step 201 is carried out soil sample and pressue device clamping time, also need to lower-left grip block 6, described in The top of lower grip block (specifically upper clamp block 7) and bottom right grip block 8 is provided with pad and fills one and stretch to described clamping The cushion block 13 in intracavity portion, the distance between thickness and the most tested soil sample 1 bottom surface to pressue device 2 bottom surface of described cushion block 13 Identical；And lower-left grip block 6, described in lower grip block (specifically upper clamp block 7) and the padded dress in bottom right grip block 8 top Cushion block 13 be spliced to form a round pie bed course, described round pie bed course stretches in described holding chamber.
Time actually used, it is also possible to lower-left grip block 6, described in lower grip block (specifically upper clamp block 7) and the right side The top of lower grip block 8 is respectively provided with a bottom pushing tow boss that can stretch in described holding chamber, top, three described bottoms Push away the height of boss all not less than the distance between the most tested soil sample 1 bottom surface to pressue device 2 bottom surface, and under three described Portion's pushing tow boss is assemblied to form a cylindrical Zhi Dingtai that tested soil sample 1 carries out upwards support top.
In the present embodiment, when step 205 using support top instrument by tested soil sample 1 along pressue device 2 upwards support top, also A heights of roofs for tested soil sample 1 need to be carried out record.
In the present embodiment, described face to be tested cut by step 208, polish and during polishing, first use and cut Cutting mill cuts flat with, then uses automatic sheet grinding machine fine grinding, uses abrasive material to refine subsequently, carries out after having refined on buffing machine again Polishing.
When refining, described to be tested after finely ground is ground on focussing glass, during grinding hands hold described in cut In joint-cutting, soil body sample circles, and adopts and use water as lubricant and coolant in process of lapping.
In the present embodiment, after taking out the described interior soil body sample of shearing seam, the described interior soil body sample of seam of shearing is bonded at load glass On sheet；Afterwards, in the described shearing seam that will be bonded on microscope slide, soil body sample puts automatic sheet grinding machine into, to soil in described shearing seam The face described to be tested of body sample carries out fine grinding, and after fine grinding, described to be tested naked-eye observation does not has cavity, crackle and scratch；So After, soil body sample in the described shearing seam after fine grinding is being used water as lubricant and coolant, with silicon carbide abrasive at clouded glass Refine on plate, until described shear described to be tested of soil body sample in seam whole shinny and at skew ray under after inspection do not has scratch Stop fine grinding；Finally, soil body sample in the described shearing seam after fine grinding is placed on buffing machine and is polished with polishing fluid, throw The light time is 2-5 minute.
In the present embodiment, when step 209 carries out electron-microscope scanning, scan from left to right or the most continuously.
Actual when carrying out electron-microscope scanning, shear soil body sample in seam and be placed under scanning electron microscope by described and be scanned.Scanning Number of times needs to be determined according to the size of described to be tested.
In actual mechanical process, described data handling equipment is PC, notebook or palm PC PDA.In the present embodiment, Described data handling equipment is PC.
In the present embodiment, after in step 209, electron-microscope scanning completes, to the described soil body microcosmic knot shearing the interior soil body sample of seam When structure is analyzed, described data handling equipment call Image-Pro Plus software to described electron-microscope scanning image at Reason.
Actual when carrying out Micro-Structure Analysis, first the view picture electron-microscope scanning image of described to be tested is imported to Image- In Pro Plus software, utilize Image-Pro Plus software observation analysis soil body granular cementation, standoff distance and grain edges Rule.
Further, N number of different depth on soil body shear band to be tested described in Image-Pro Plus software observation analysis is used In the shearing seam at place after soil body electron-microscope scanning image, easy can draw the soil at different depth on described soil body shear band to be tested Body microstructure, by being analyzed soil body electron-microscope scanning image in shearing seam at different depth, can draw described to be tested From top to bottom the fractureing of microcosmic soil body granule, the changing of the relative positions, situation of change on soil body shear band, draw it is thus possible to directly, quickly analyze The expansion process of described soil body shear band to be tested.
Embodiment 2
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 170 6 2.2 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 3
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 170 8 1.8 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 4
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 130 8 1.8 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 5
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 140 7 1.8 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 6
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 140 7 1.8 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 7
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 130 6 1.8 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 8
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 130 6 2.2 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
Embodiment 9
In the present embodiment, the shearing test device of the soil body shear band used is same as in Example 1.
In the present embodiment, the shearing test method of the soil body shear band used as different from Example 1: step 203 Described in solidify liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 170 8 2.2 volume ratio It is uniformly mixed.
In the present embodiment, remaining method step of the shearing test method of used soil body shear band all with embodiment 1 phase With.
The above, be only presently preferred embodiments of the present invention, not impose any restrictions the present invention, every according to the present invention Any simple modification, change and the equivalent structure change that above example is made by technical spirit, all 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 confined pressure state, it is characterised in that: include tested soil sample (1) is clamped Shearing clamp, tested soil sample (1) is applied the pressue device (2) of confined pressure and is positioned at vertically loading above described shearing clamp Device, described tested soil sample (1) is the cylindric soil sample using sampling spoon to cut；
Described pressue device (2) includes that four pressurizing block, four described pressurizing block are all laid in same level and its height All identical with the height of tested soil sample (1), the medial wall of four described pressurizing block is circular arc sidewall, described tested soil Sample (1) is held in the holding chamber between four described pressurizing block；Four described pressurizing block are respectively laid in tested soil sample (1) the left side pressurizing block (2-1) of left side, right side, front side and rear side, right side pressurizing block (2-2), front side pressurizing block (2-3) and after Side pressurizing block (2-4)；
Described shearing clamp includes fixture and is positioned at the lower clamp immediately below described upper fixture, and described tested soil sample (1) is pressed from both sides It is held between described upper fixture and described lower clamp；Described upper fixture is by three upper grip block assembly laid from left to right Become, three described upper grip blocks by a left side to rear be respectively upper left grip block (3), in upper grip block (4) and upper right grip block (5)； Described lower clamp includes being positioned at the lower-left grip block (6) of upper left grip block (3) lower section and being positioned at the right side of upper right grip block (5) lower section Lower grip block (8), leaves the middle part soil body for tested soil sample (1) between described lower-left grip block (6) and bottom right grip block (8) The movable passageway moved down, described in the bottom of upper grip block (4) be provided with the top, top that can stretch in described holding chamber Push away boss (4-1)；Described vertical loading device is the surface of upper grip block (4) in being positioned at；
Four described pressurizing block in described pressue device (2) are all held between described upper fixture and described lower clamp.
2. according to soil body shearing test device under a kind of confined pressure state described in claim 1, it is characterised in that: described upper fixture With the diameter that the width of described lower clamp is all higher than tested soil sample (1), described in the width of upper grip block (4) less than tested The diameter of soil sample (1).
3. according to the shearing test device of a kind of soil body shear band described in claim 1 or 2, it is characterised in that: described pressurization Device (2) also includes front side connecting bolt (2-5) and rear side connecting bolt (2-6), described front side connecting bolt (2-5) and rear side Connecting bolt (2-6) all lays in level and the two is parallel laying；Described front side connecting bolt (2-5) and rear side connecting bolt (2-6) both sides before and after tested soil sample (1), described front side pressurizing block (2-3) and rear side pressurizing block (2-4) are laid respectively at respectively It is positioned at before and after left side pressurizing block (2-1) and right side pressurizing block (2-2) between both sides；Described left side pressurizing block (2-1), front side add Briquetting (2-3) and right side pressurizing block (2-2) are connected as one by front side connecting bolt (2-5), described left side pressurizing block (2- 1), rear side pressurizing block (2-4) and right side pressurizing block (2-2) are connected as one by rear side connecting bolt (2-6).
4. according to the shearing test device of a kind of soil body shear band described in claim 3, it is characterised in that: also include pressurization Device (2) puts on the confined pressure measurement apparatus that the pressure in tested soil sample (1) measures；
Described left side pressurizing block (2-1) and right side pressurizing block (2-2) are symmetrically laid, described front side pressurizing block (2-3) and rear side Pressurizing block (2-4) is symmetrically laid；Described front side connecting bolt (2-5) and rear side connecting bolt (2-6) all with front side pressurizing block (2-3) perpendicular laying；
The arc radius of the medial wall of four described pressurizing block is respectively less than the radius of tested soil sample (1).
5. according to the shearing test device of a kind of soil body shear band described in claim 1 or 2, it is characterised in that: described lower folder Tool is lower grip block, grip block (3) position, described upper left in also including being positioned between lower-left grip block (6) and bottom right grip block (8) In the underface of upper left grip block (3), described bottom right grip block (8) is in being positioned at immediately below upper grip block (4), described in lower clamping Block is the underface of upper grip block (4) in being positioned at；
Described upper left grip block (3), in upper grip block (4), upper right grip block (5), lower-left grip block (6), described in lower clamping Block and bottom right grip block (8) are all laid in level；Described upper left grip block (3) is identical with the height of upper right grip block (5), described On in, the height of grip block (4) is not less than the height of upper left grip block (3)；Described lower-left grip block (6), described in lower grip block The most identical with the height of bottom right grip block (8), described in lower grip block include can be at lower-left grip block (6) and bottom right grip block (8) the upper clamp block (7) moved up and down between；
Between described upper left grip block (3) and lower-left grip block (6), in upper between grip block (4) and upper clamp block (7) and All it is attached by vertical connecting bolt (10) between upper right grip block (5) and bottom right grip block (8).
6. according to the shearing test device of a kind of soil body shear band described in claim 1 or 2, it is characterised in that: described lower folder Tool is spacer-type fixture or projective table type fixture；
Described spacer-type fixture also include three respectively pad be contained in lower-left grip block (6), described in lower grip block and bottom right clamping The top of block (8) and can stretch to the cushion block (13) in described holding chamber, three described cushion blocks (13) are spliced to form a cake Shape bed course；
Lower-left grip block (6) in described projective table type fixture, described in the top of lower grip block and bottom right grip block (8) be respectively provided with The bottom pushing tow boss that one can stretch in described holding chamber, three described bottom pushing tow boss are assemblied to form one to tested Examination soil sample (1) carries out the cylindrical Zhi Dingtai of upwards support top.
7. one kind utilizes soil body shearing test device as claimed in claim 1 to carry out the side of soil body shearing test under confined pressure state Method, it is characterised in that the method comprises the following steps:
Step one, sampling: use described sampling spoon to cut tested soil sample (1) from soil body shear band to be tested；
Described tested soil sample (1) is cylindric and its upper and lower surface is plane；
Step 2, shearing test and Soil Microstructure Image Acquisition, process is as follows:
Step 201, soil sample and pressue device clamping: tested soil sample (1) and pressue device (2) all levels are held on described Between fixture and described lower clamp, and make the institute that tested soil sample (1) is positioned in pressue device (2) between four described pressurizing block State in holding chamber, and tested soil sample (1) be positioned in the underface of upper grip block (4)；Now, described tested soil sample (1) Upper surface is that level is laid, and the upper surface of tested soil sample (1) is to be tested；
Step 202, shearing test, comprise the following steps:
Step 2021, soil sample apply confined pressure: use pressue device (2) that tested soil sample (1) is applied confined pressure, and to pressue device (2) the pressure F in tested soil sample (1) is put onEncloseCarry out record；
Step 2022, vertically loading: in using described vertical loading device and passing through, upper grip block (4) is to described in step 201 Tested soil sample (1) applies vertical pressure, makes tested soil sample (1) that failure by shear to occur, and calculates applying confined pressure state Under the shear strength of tested soil sample (1)；
After there is failure by shear, the middle part soil body of described tested soil sample (1) moves down and the soil body and the left and right sides soil body in the middle part of it Between be respectively formed one shearing seam；
In step 2022 in vertical loading procedure, pressue device (2) is used continuously tested soil sample (1) to be applied confined pressure；
Step 203, solidification drop enter: the solidification drop prepared in advance enters to shear described in twice in step 202 inner side of seam Top, is solidified the described soil body shearing seam inside upper part by described solidification liquid, and the soil body after solidification is for shearing in seam The solidification soil body；
Described solidification liquid by epoxy resin, acetone, ethylenediamine and dibutyl phthalate according to 100 (130～170) (6～ 8) volume ratio of (1.8～2.2) is uniformly mixed；
Truncation bottom step 204, soil sample: sampling cutting tool and the bottom surface along pressue device (2), to tested soil sample (1) end Portion carries out truncation；
Step 205, soil sample support top: after the described soil body solidification shearing seam inside upper part, use support top instrument by tested soil Sample (1) is along pressue device (2) upwards support top, until the solidification soil body all moves to pressurization in shearing the described shearing seam of seam described in twice Device (2) outside；
Step 206, the truncation of soil sample top: sampling cutting tool and the end face along pressue device (2), push up tested soil sample (1) Portion carries out truncation；
In step 207, shearing are stitched, soil body sample is taken out: in the soil body cut down from step 206, takes out described shearing and stitches interior The solidification soil body is as shearing the interior soil body sample of seam；
Soil body sample following process in step 208, shearing seam: to shearing the to be tested of the interior soil body sample of seam described in step 207 Face carries out cutting, polishing and polishing, it is thus achieved that soil body inspection surface；
Step 209, electron-microscope scanning: use scanning electron microscope that soil body inspection surface described in step 208 is scanned, and obtain described The electron-microscope scanning image of soil body inspection surface.
The most in accordance with the method for claim 7, it is characterised in that: pressue device described in step 2021 (2) also includes front side Connecting bolt (2-5) and rear side connecting bolt (2-6), described front side connecting bolt (2-5) and rear side connecting bolt (2-6) all in Level is laid and the two is parallel laying；Described front side connecting bolt (2-5) and rear side connecting bolt (2-6) lay respectively at tested Both sides before and after examination soil sample (1), described front side pressurizing block (2-3) and rear side pressurizing block (2-4) lay respectively at left side pressurizing block (2- 1) and before and after right side pressurizing block (2-2) between both sides；Described left side pressurizing block (2-1), front side pressurizing block (2-3) and right side add Briquetting (2-2) is connected as one by front side connecting bolt (2-5), described left side pressurizing block (2-1), rear side pressurizing block (2-4) Connected as one by rear side connecting bolt (2-6) with right side pressurizing block (2-2)；
Described front side connecting bolt (2-5) and rear side connecting bolt (2-6) is all laid on the same water surface and both is positioned at a left side The middle part of side pressurizing block (2-1)；Described front side connecting bolt (2-5) and rear side connecting bolt (2-6) all include horizontal screw bolt and Two, left and right is separately mounted on described horizontal screw bolt and carries out left side pressurizing block (2-1) and right side pressurizing block (2-2) respectively Spacing stop nut；Two described stop nuts lay respectively at outside left side pressurizing block (2-1) and right side pressurizing block (2-2) Side；
When step 2021 using pressue device (2) tested soil sample (1) is applied confined pressure, connect spiral shell by adjusting front side respectively Pressurizing block (2-1) and right side pressurizing block on the left of two described stop nuts drives on bolt (2-5) and rear side connecting bolt (2-6) (2-2) synchronize move horizontally to inner side, then on front side of Level Promoting pressurizing block (2-3) and rear side pressurizing block (2-4) to inner side level Mobile；
Step 203 carries out solidify drop fashionable, with dropper, described solidification liquid is dropwise dropped to the inside upper part of described shearing seam, Described shearing is completely covered sews on portion until dripping solidification liquid；The height solidifying the soil body in shearing seam described in step 203 is 1m ～5mm；
When using support top instrument by tested soil sample (1) along pressue device (2) upwards support top in step 205, a heights of roofs is the least The height of the soil body is solidified in 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) calculated in step 202 Shear strength be the shear strength of tested soil sample (1) to be tested present position described in step 201, in step 209 The electron-microscope scanning image of described soil body inspection surface obtained is tested soil sample to be tested present position described in step 201 (1) soil body electron-microscope scanning image in shearing seam；
After in step 206, soil sample top horizontal cuts into, the upper surface of described tested soil sample (1) is plane, and the most tested The upper surface of soil sample (1) is next described to be tested；
After in step 209, electron-microscope scanning completes, also need to be according to the method described in step 2, to next of tested soil sample (1) Individual described face to be tested carries out shearing test and Soil Microstructure Image Acquisition.
The most in accordance with the method for claim 9, it is characterised in that: after step one has sampled, also need according to sampling spoon Depth selection, tested soil sample (1) upper surface degree of depth on described soil body shear band to be tested is determined；
Described in tested soil sample (1) described in step one, the quantity of to be tested is N number of, and wherein N is positive integer and N >=2；N Individual described face to be tested is from top to bottom laid and is positioned at described to be tested of topmost in N number of described to be tested and treats for top Test surfaces, treats for being bottom for N-1 in addition to be tested of described top described to be tested in N number of described to be tested Test surfaces；
After in step 209, electron-microscope scanning completes, also need N-1 time to repeat step 2, until completing N number of institute in tested soil sample (1) State shearing test and the Soil Microstructure image acquisition procedures of to be tested；
Any one face to be tested, described bottom in described tested soil sample (1) is carried out shearing test and Soil Microstructure image Before acquisition, it is both needed to according to deep on described soil body shear band to be tested of soil sample (1) upper surface tested described in step one Degree, and combine and be pointed to the face each to be tested of to be tested top, this bottom and carry out shearing test and Soil Microstructure image obtains During taking, step 205 use support top instrument by tested soil sample (1) along the heights of roofs of pressue device (2) upwards support top, To be tested of this bottom degree of depth on described soil body shear band to be tested is determined；
In described tested soil sample (1), shearing test and the Soil Microstructure image acquisition procedures of N number of described to be tested are equal After completing, it is thus achieved that shear strength at N number of different depth on described soil body shear band to be tested, and obtain the described soil body to be tested On shear band, interior soil body electron-microscope scanning image is stitched in the shearing at N number of different depth.
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