CN105954497B - A kind of Soft Soil Layer landslide disaster simulation experiment method - Google Patents

A kind of Soft Soil Layer landslide disaster simulation experiment method Download PDF

Info

Publication number
CN105954497B
CN105954497B CN201610458905.2A CN201610458905A CN105954497B CN 105954497 B CN105954497 B CN 105954497B CN 201610458905 A CN201610458905 A CN 201610458905A CN 105954497 B CN105954497 B CN 105954497B
Authority
CN
China
Prior art keywords
tested
soil sample
grip block
shearing
soil
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Fee Related
Application number
CN201610458905.2A
Other languages
Chinese (zh)
Other versions
CN105954497A (en
Inventor
李晓军
王晓华
李�昊
李洁梁
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Xi'an Xinxue Traffic Geological Engineering Co ltd
Original Assignee
Xian University of Science and Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Xian University of Science and Technology filed Critical Xian University of Science and Technology
Priority to CN201610458905.2A priority Critical patent/CN105954497B/en
Publication of CN105954497A publication Critical patent/CN105954497A/en
Application granted granted Critical
Publication of CN105954497B publication Critical patent/CN105954497B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
    • G01N33/24—Earth materials
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N1/00—Sampling; Preparing specimens for investigation
    • G01N1/02—Devices for withdrawing samples
    • G01N1/04—Devices for withdrawing samples in the solid state, e.g. by cutting

Landscapes

  • Life Sciences & Earth Sciences (AREA)
  • Health & Medical Sciences (AREA)
  • Chemical & Material Sciences (AREA)
  • Analytical Chemistry (AREA)
  • Engineering & Computer Science (AREA)
  • Pathology (AREA)
  • Immunology (AREA)
  • General Physics & Mathematics (AREA)
  • General Health & Medical Sciences (AREA)
  • Biochemistry (AREA)
  • Physics & Mathematics (AREA)
  • Geology (AREA)
  • Medicinal Chemistry (AREA)
  • Food Science & Technology (AREA)
  • Remote Sensing (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Environmental & Geological Engineering (AREA)
  • Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
  • Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)

Abstract

The invention discloses a kind of Soft Soil Layer landslide disaster simulation experiment method, including step：First, it samples；2nd, landslide disaster simulation test：Simulation test from top to bottom is carried out using N number of landslide disaster to be tested in face of landslide to be tested of tested soil sample, process is as follows：201st, sampling spoon and soil sample clamping are with adding water in soil sample；202nd, shearing test；203rd, solidify liquid instills；204th, soil sample bottom truncation；205th, soil sample support top；206th, truncation at the top of soil sample；207th, soil body sample is taken out in shearing seam；208th, soil body sample following process in shearing seam；209th, electron-microscope scanning；210th, simulation test is carried out using next face to be tested；211st, 2 repetition steps 210 of N complete simulation test procedure；3rd, shearing simulation result of the test sorts.The method of the present invention is simple, reasonable design and using effect are good, can carry out effective, real simulation to the expansion process for the upper shear band that comes down.

Description

A kind of Soft Soil Layer landslide disaster simulation experiment method
Technical field
The invention belongs to Geotechnical Engineering field, more particularly, to a kind of Soft Soil Layer landslide disaster simulation experiment 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 Be 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 in 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 led to Various methods are crossed to study come the expansion process to 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.
At present, a variety of device and method that many scholars propose are studied the expansion process of shear band, but not People's will to the greatest extent.Such as observation procedure based on periscope, this method cannot quantify and obtain the factors such as thickness and the deformation of soil body shear band Variation；And based on the digital photo technologies and device of shear box on full stress-strain glass, it is only applicable to small size sample, hangs low directly With the experimental condition of horizontal loading, along with its measuring system uses measure one's own ability ring and dial gauge, precision is relatively low, it is impossible to meet ground The high-precision requirement of the large size such as soil-rock mixture direct shear test in engineering；In addition, large-scale circulation shear instrument is only applicable in laboratory test Research, and in the analysis etc. comprehensively for limiting the shear band that this kind of coarse grain soil-structure interactions are relatively thin to soil-rock mixture to a certain degree.
Thus, nowadays without the good soil body shear band expansion process observation procedure of a kind of standard, specification and using effect. There are apparatus structure is complicated, experimentation cost is high, experiment to some extent for existing soil body shear band expansion process observation procedure The problems such as process is cumbersome, poor operability, poor using effect, most importantly cannot it is easy, quickly and accurately to shearing The Soil Microstructure of band is analyzed, so as to not know that influence rule of the Soil Microstructure to soil body shear band macro manifestations Rule, can not establish contacting between the Soil Microstructure characteristic of soil body shear band and its macro manifestations.Correspondingly, it can not realize The real simulation experiment of Soft Soil Layer landslide disaster.
Invention content
It is slided 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 Soft Soil Layer Slope disaster simulation test method, method and step is simple, reasonable design and it is easy to operate, using effect is good, can it is easy, quickly obtain The microstructure at the shear strength and clipped position at the upper different depth in tested landslide is taken, so as to the upper shear band that comes down Expansion process carries out effective, real simulation.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of Soft Soil Layer landslide disaster simulation test Method, it is characterised in that：This method includes the following steps：
Step 1: sampling：Tested soil sample is cut, and to being tested soil sample from landslide to be tested using sampling spoon The depth that fetches earth is recorded；
The tested soil sample is plane for cylindric and its upper and lower surface；
Step 2: landslide disaster simulation test：Using the tested soil sample taken in step 1 to the cunning on landslide to be tested Slope disaster carries out simulation test；The quantity in face to be tested is N number of in the tested soil sample, and wherein N is positive integer and N >=3；Profit When carrying out simulation test to the landslide disaster on landslide to be tested with tested soil sample, the N number of of tested soil sample is from top to bottom utilized The face to be tested carries out simulation test respectively, and process is as follows：
Step 201, sampling spoon and soil sample clamping are with adding water in soil sample：Using shearing clamp to built-in tested soil sample After sampling spoon carries out horizontal clamping, water is added into tested soil sample, and amount of water at this time is recorded；
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 Into, 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 Including being located at 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 that the middle part soil body for tested soil sample moves down between block and bottom right grip block, it is upper in described to clamp The bottom of block is provided with the top pushing tow boss that can be stretched to inside sampling spoon；
In this step, when carrying out horizontal clamping using shearing clamp, first by the sampling spoon of built-in tested soil sample level It is positioned on the lower fixture, then adds water into tested soil sample, water is added after the completion to be placed horizontally at the upper fixture tested It tries in soil sample, and the sampling spoon level of built-in tested soil sample is made to be held between the upper fixture and the lower fixture, and The underface of tested soil sample upper grip block in being located at；At this point, the upper surface of the tested soil sample is face to be tested；
Step 202, shearing test：Grip block is gone up using vertical loading device and in being tested described in step 201 It tries soil sample and applies vertical pressure, tested soil sample is made failure by shear to occur, and the shear strength of tested soil sample is calculated；Institute State the surface of upper grip block during vertical loading device is located at；
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；
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 curing is shearing The curing 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 is sampled and along the bottom surface of sampling spoon, to being tested soil sample bottom Carry out truncation；
Step 205, soil sample support top：It, will be tested using support top tool after the soil body curing of the shearing seam inside upper part Soil sample is tried along the upward support top of sampling spoon, until the curing soil body in the shearing seam of seam is sheared described in twice moves to sampling ring On the outside of knife；
Truncation at the top of step 206, soil sample：Cutting tool is sampled and along the top surface of sampling spoon, at the top of tested soil sample Carry out truncation；
After the completion of soil sample top horizontal is cut in this step, the upper surface of the tested soil sample is plane, and be tested at this time The upper surface of soil sample is next face to be tested；
Soil body sample is taken out in step 207, shearing seam：In the soil body cut down from step 206, the shearing is taken out The curing 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 treated Test surfaces are cut, are polished and polishing treatment, obtain soil body inspection surface；
Step 209, electron-microscope scanning：Soil body inspection surface described in step 208 is scanned, and obtain using scanning electron microscope The electron-microscope scanning image of the soil body inspection surface；
In this step after the completion of electron-microscope scanning, the shearing simulation experiment knot in the current face to be tested of the tested soil sample is obtained Fruit, and the shearing simulation result of the test in current face to be tested is strong including the shearing of tested soil sample being calculated in step 202 The electron-microscope scanning image of the soil body inspection surface obtained in degree and step 209；
Step 210 carries out simulation test using next face to be tested, and process is as follows：
Step 2101, sampling spoon and soil sample clamping：Using shearing clamp described in step 201, in built-in step 206 The sampling spoon that soil sample is tested after the truncation of top carries out horizontal clamping；
Step 2102, according to the method described in step 202 to step 203, complete to utilize the next of tested soil sample The face to be tested carries out the experiment process of simulation test, and obtains cutting for the next face to be tested for being tested soil sample Cut analog reslt；
Step 211 repeats step 210 N-2 times, until completing N number of face to be tested point using the tested soil sample Not carry out simulation test experiment process, obtain the shearing simulation result of the test in N number of face to be tested of the tested soil sample；
Step 3: shearing simulation result of the test sorts：It is right from front to back according to the sequence of the face to be tested from top to bottom The shearing simulation result of the test in N number of face to be tested of the tested soil sample obtained in step 2 is ranked up, after sequence The shearing simulation result of the test in N number of face to be tested be the shearing simulation at N number of different depth on the landslide to be tested Result of the test, the shearing simulation result of the test on the landslide to be tested at N number of different depth form the cunning of the tested soil sample Slope disaster shearing simulation result of the test.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：When being sampled in step 1, using taking Sample cutting ring same depth from landslide to be tested cuts multiple tested soil samples；
When landslide disaster simulation test is carried out in step 2, the multiple institutes taken at same depth on landslide to be tested are utilized It states tested soil sample and simulation test is carried out to the landslide disaster on landslide to be tested respectively；It is also, same on landslide to be tested to utilizing When the multiple tested soil samples taken at one depth carry out simulation test to the landslide disaster on landslide to be tested respectively, step The amount of water of water is added to differ into tested soil sample in 201.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：When being sampled in step 1, using taking Sample cutting ring cuts tested soil sample respectively at m different depth on landslide to be tested, and to the depth that fetches earth of each tested soil sample Degree is recorded respectively；Wherein, m is positive integer and m >=5；
When landslide disaster simulation test is carried out in step 2, the m taken at m different depth on landslide to be tested are utilized The tested soil sample carries out simulation test to the landslide disaster on landslide to be tested respectively, and it is a not to obtain m on landslide to be tested The landslide disaster shearing simulation result of the test of soil sample is tested with depth；
When the sequence of shearing simulation result of the test is carried out in step 3, depth is fetched earth from top to bottom according to tested soil sample Sequentially, from front to back to being tested the landslide disaster shearing simulation of soil sample at m different depth on the landslide to be tested that is obtained Result of the test is ranked up, and the landslide disaster shearing simulation result of the test that soil sample is tested at m different depth after sequence is Shearing simulation result of the test on the landslide to be tested at m × N number of different depth, m × N number of difference on the landslide to be tested The shearing simulation result of the test of depth forms the landslide disaster shearing simulation result of the test on the landslide to be tested.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：Shearing test sort result in step 3 After the completion, it also needs using data processing equipment and calls three-dimensional reconstruction module, it is deep to m on the landslide to be tested × N number of difference The electron-microscope scanning image in shearing simulation result of the test at degree is handled, and obtains the three dimensions mould on the landslide to be tested Type.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：Cutting ring and soil are sampled in step 201 Sample is clamped in soil sample plus before water, first testing the water content V1 being tested in soil sample at this time, and to being tested soil sample Saturated aqueous rate tested, and the saturation moisture content V2 of tested soil sample is calculated；To tested soil sample in step 201 During interior plus water, amount of water is not more than V3, wherein V3=V2-V1.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：After the completion of being sampled in step 1, root is also needed According to the depth selection of sampling spoon, it is determined to being tested depth of the upper surface of soil sample on the landslide to be tested；
It from top to bottom lays and in N number of face to be tested positioned at the described to be tested of topmost in N number of face to be tested Face is top face to be tested, (N-1) a described face to be tested in N number of face to be tested in addition to the face to be tested of the top To be lower part face to be tested；
Before carrying out simulation test using any one described lower part face to be tested of tested soil sample, it is both needed to tested according to this Depth of the soil sample upper surface on the landslide to be tested is tried, and is combined being located at each to be measured above the face to be tested of the lower part Examination face used in step 205 in simulation test procedure support top tool by branch of the tested soil sample along the upward support top of sampling spoon Heights of roofs is determined depth of the lower part face to be tested on the landslide to be tested；Using this be tested it is N number of in soil sample After the face to be tested is respectively completed simulation test, the shear strength at N number of different depth on the landslide to be tested is obtained, and Obtain soil body electron-microscope scanning image in the shearing seam on the landslide to be tested at N number of different depth.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：When electron-microscope scanning is carried out in step 209, Also need the energy spectrum diagram using the energy disperse spectroscopy acquisition soil body inspection surface.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：Solidify liquid instillation is carried out in step 203 When, the solidify liquid is dropped to the inside upper part of the shearing seam dropwise with dropper, until dripping described in solidify liquid is completely covered Portion is sewed in shearing；The height of the curing soil body is 1m~5mm in shearing seam described in step 203；
In step 205 during support top using support top tool that tested soil sample is upward along sampling spoon, branch heights of roofs is not less than The height of the curing soil body in shearing seam described in step 203.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：Lower fixture described in step 201 further includes Lower grip block between lower-left grip block and bottom right grip block, the lower-left grip block be located at upper left grip block just under Side, the bottom right grip block are located at immediately below upper right grip block, the underface of upper grip block during lower grip block is 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 the height all same of lower grip block and bottom right grip block, 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 between block and bottom right grip block by vertically connecting bolt.
A kind of above-mentioned Soft Soil Layer landslide disaster simulation experiment method, it is characterized in that：Lower fixture described in step 201 is cushion block Formula 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 inside sampling spoon can be stretched to, three cushion blocks are spliced to form a round pie bed course, described The diameter of round pie bed course is identical with the internal diameter of sampling spoon；
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 set one respectively A lower part pushing tow boss that can be stretched in sampling spoon, 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, and the diameter of the cylinder Zhi Dingtai is identical with the internal diameter of sampling spoon.
Compared with the prior art, the present invention has the following advantages：
1st, method and step is simple, ingenious in design reasonable and realization is easy, and input cost is relatively low.
2nd, used shearing clamp is simple in structure and processing and fabricating is easy, and input cost is relatively low.Meanwhile the shearing clamp It is convenient for disassembly and assembly, it is light compact, and it is easy to mass production, it can be repeated as many times and use.Shearing clamp includes upper fixture and lower folder Tool, the upper grip block that upper fixture is laid from left to right by three is assembled, and three upper grip blocks are by a left side to rear respectively upper left Grip block, in upper grip block and upper right grip block；Lower fixture includes lower-left grip block and bottom right grip block, lower-left grip block and the right side There are the movable passageways that the middle part soil body for tested soil sample moves down between lower grip block.
3rd, 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.
4th, used shearing clamp is unlimited to the specification for being tested soil sample, and tested soil sample is synchronized together with sampling spoon 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, and can effectively solve loose earth shear strength and be difficult to survey The problem of amount, popularizing application prospect are extensive.
5th, used shearing clamp and the vertical loading device composition shearing test device being positioned above, use operation Easy and using effect is good, the sampling spoon of built-in tested soil sample is directly clamped by upper fixture and lower fixture, before experiment Without doing any processing to tested soil sample, energy is easy, soil sample shearing test is rapidly completed.
6th, used shearing test device testing efficiency is high and test result is accurate, and test process is easily controllable.
7th, realization is convenient, operability is strong and experimentation cost is relatively low, using effect is good, and test method is flexible, according to reality It needs, multiple shearing test can be carried out to same tested soil sample, should be able to mutually obtain cutting at tested soil sample different height Analog reslt is cut, the shear extension mistake of tested soil sample from top to bottom can be obtained with reference to multiple simulation shear examination result Journey；Comprehensive multiple and different depths are tested the landslide disaster shearing simulation result of the test of soil sample, creatively propose that one kind is cut Band expansion process observation procedure is cut, effective, real simulation can be carried out to the expansion process for the upper shear band that comes down, it is achieved thereby that sliding The laboratory real simulation of slope disaster realizes that easy and using effect is good.The first time shearing test process of tested soil sample, it is main To include sampling spoon and soil sample clamping with adding water, shearing test, solidify liquid instillation, the truncation of soil sample bottom, soil sample branch in soil sample Top, truncation at the top of soil sample, in shearing seam soil body sample take out, nine steps of soil body sample following process and electron-microscope scanning in shearing seam Suddenly, realize that easy and using effect is good, shearing test process is easily controllable.
8th, twice shearing seam is formed, then using solidify liquid in shearing seam after carrying out shearing test using shearing test device 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 shearing seam.
9th, used shearing test method energy simplicity, quick obtaining are tested cutting at different depth on soil body shear band Microstructure at shearing stress and clipped position, the difference that can be observed under macroscopic conditions and analyze tested soil body shear band are deep Soil Microstructure under degree, analysis result accurately have evidence, and can be used for the simulation of soil body shear band expansion process.Using this hair The bright shear strength that can be measured at soil body shear band different depth, and the soil body that can be studied at soil body shear band different depth is micro- Structure is seen, so as to obtain the expansion process of soil body shear band, and can be to the change of microstructure in soil body shear band expansion process Accurate, quick research that change situation carries out.Thus, it is easy, quickly and accurately microcosmic to the soil body of shear band using energy of the invention Structure is analyzed, so as to will appreciate that affecting laws of the Soil Microstructure to soil body shear band macro manifestations of stratum granulosum time, And contacting between the Soil Microstructure characteristic of soil body shear band and its macro manifestations is accordingly established, and can accurately obtain the soil body The formation rule of shear band.
10th, using effect is good and practical value is high, and the soil structures of shear band are soft, and it is easily to disturb to fetch earth from cutting ring Dynamic or destruction, and the problem can effectively be avoided to realize the test of undisturbed soil using the present invention, original is not only realized using the present invention The shearing resistance test of shape mollisol, while soil body shear band expansion process can be studied, and at low cost, it easily realizes, operability is strong. Also, pass through
11st, it is applied widely, it can effectively be applicable in the expansion process sight of the Soft Soil Layers shear bands such as loess, weak soil, landslide slip It surveys, effective, real simulation can be carried out to the expansion process for the upper shear band that comes down.
In conclusion the method for the present invention step is simple, reasonable design and it is easy to operate, using effect is good, can be easy, quick The microstructure at the shear strength and clipped position at the upper different depth in tested landslide is obtained, so as to the upper shear band that comes down Expansion process carry out effectively, real simulation.Also, easy, intuitive observation can be carried out to soil body shear band expansion process, not only Energy is easy, the soil sample shearing test process of soil body shear band is rapidly completed, and Soil Microstructure accurately can be analyzed.
Below by drawings and examples, technical scheme of the present invention is described in further detail.
Description of the drawings
Fig. 1 is the method flow block diagram of the present invention.
Fig. 1-1 is the trystate schematic diagram when present invention carries out tested soil sample shearing test.
Fig. 2 is the use state reference chart of shearing clamp in the embodiment of the present invention 1.
Fig. 2-1 is the structure 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 examination before the present invention pushes the next face to be tested for being tested soil sample using vertical loading device Test state reference map.
Fig. 5 is the use state reference chart of shearing clamp in the embodiment of the present invention 2.
Fig. 6 is the use state reference chart of shearing clamp in the embodiment of the present invention 3.
Fig. 7 is the A-A sectional views of Fig. 6.
Fig. 7-1 is the structure diagram of lower-left grip block of the present invention.
Fig. 7-2 is the left view of Fig. 7-1.
Fig. 7-3 is the structure diagram of upper clamp block of the present invention.
Fig. 7-4 is the left view of Fig. 7-3.
Fig. 7-5 is the structure diagram of bottom right grip block of the present invention.
Fig. 7-6 is the left view of Fig. 7-5.
Fig. 8-1 is that the present invention uses vertical loading device to being tested the experiment shape after soil sample pushes in embodiment 3 State reference chart.
Fig. 8-2 be embodiment 3 in the present invention using vertical loading device to be tested soil sample next face to be tested into Trystate reference chart before row pushing.
Fig. 8-3 be embodiment 3 in the present invention using vertical loading device to be tested soil sample next face to be tested into Trystate reference chart after row pushing.
Reference sign:
1-tested soil sample；2-sampling spoon；3-upper left grip block；
4-in upper grip block；4-1-top pushing tow boss；5-upper right grip block；
6-lower-left grip block；7-upper clamp block；8-bottom right grip block；
9-pad dress block；10-vertically connect bolt；11-hydraulic jack；
12-stop collar；13-cushion block；14-lower part pushing tow boss.
Specific embodiment
Soft Soil Layer landslide disaster simulation experiment method as shown in Figure 1, includes the following steps：
Step 1: sampling：Tested soil sample 1 is cut from landslide to be tested using sampling spoon 2, and to being tested soil sample 1 depth that fetches earth is recorded；
The tested soil sample 1 is plane for cylindric and its upper and lower surface；
Step 2: landslide disaster simulation test：Using the tested soil sample 1 taken in step 1 to the cunning on landslide to be tested Slope disaster carries out simulation test；The quantity in face to be tested is N number of in the tested soil sample 1, and wherein N is positive integer and N >=3； When carrying out simulation test to the landslide disaster on landslide to be tested using tested soil sample 1, tested soil sample 1 is from top to bottom utilized N number of face to be tested carries out simulation test respectively, and process is as follows：
Step 201, sampling spoon and soil sample clamping are with adding water in soil sample：Using shearing clamp to built-in tested soil sample 1 Sampling spoon 2 carry out horizontal clamping after, into tested soil sample 1 plus water, and amount of water at this time is recorded；
As shown in Fig. 1-1, Fig. 2, Fig. 2-1, Fig. 2-2 and Fig. 3, the shearing clamp includes upper fixture and positioned at the upper folder Lower fixture immediately below having, the tested soil sample 1 are held between the upper fixture and the lower fixture；The upper fixture by Three upper grip blocks laid from left to right are assembled, 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 of 3 lower section of upper left grip block and be located at The bottom right grip block 8 of 5 lower section of upper right grip block, there are for tested soil sample between the lower-left grip block 6 and bottom right grip block 8 The movable passageway that the 1 middle part soil body moves down, the bottom of upper grip block 4 is provided with and can stretch in sampling spoon 2 in described The top pushing tow boss 4-1 in portion；
In this step, when carrying out horizontal clamping using shearing clamp, first by 2 water of sampling spoon of built-in tested soil sample 1 Keep flat and be placed on the lower fixture, then into tested soil sample 1 plus water, add after the completion of water by the upper fixture be placed horizontally at by Test in soil sample 1, and make built-in tested soil sample 12 level of sampling spoon be held on the upper fixture and the lower fixture it Between, and it 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 to be tested Face；
Step 202, shearing test：Grip block 4 is gone up using vertical loading device and in being tested described in step 201 It tries soil sample 1 and applies vertical pressure, tested soil sample 1 is made failure by shear to occur, and the shearing that tested soil sample 1 is calculated is strong Degree；The surface of the vertical loading device upper grip block 4 in being located at；
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；
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 curing is shearing The curing 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 sampling spoon 2, to being tested 1 bottom of soil sample Portion carries out truncation；
Step 205, soil sample support top：It, will be tested using support top tool after the soil body curing of the shearing seam inside upper part Soil sample 1 is tried along 2 upward support top of sampling spoon, until the curing soil body in the shearing seam of seam is sheared described in twice moves to sampling 2 outside of cutting ring；
Truncation at the top of step 206, soil sample：It samples cutting tool and along the top surface of sampling spoon 2, tested soil sample 1 is pushed up Portion carries out truncation；
After the completion of soil sample top horizontal is cut in this step, the upper surface of the tested soil sample 1 is plane, and be tested at this time The upper surface of soil sample 1 is next face to be tested；
Soil body sample is taken out in step 207, shearing seam：In the soil body cut down from step 206, the shearing is taken out The curing 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 treated Test surfaces are cut, are polished and polishing treatment, obtain soil body inspection surface；
Step 209, electron-microscope scanning：Soil body inspection surface described in step 208 is scanned, and obtain using scanning electron microscope The electron-microscope scanning image of the soil body inspection surface；
In this step after the completion of electron-microscope scanning, the shearing simulation experiment in the current face to be tested of the tested soil sample 1 is obtained As a result, and currently the shearing simulation result of the test in face to be tested includes the shearing of tested soil sample 1 being calculated in step 202 The electron-microscope scanning image of the soil body inspection surface obtained in intensity and step 209；
Step 210 carries out simulation test using next face to be tested, and process is as follows：
Step 2101, sampling spoon and soil sample clamping：Using shearing clamp described in step 201, in built-in step 206 The sampling spoon 2 that soil sample 1 is tested after the truncation of top carries out horizontal clamping；
Step 2102, according to the method described in step 202 to step 203, complete to utilize the next of tested soil sample 1 The face to be tested carries out the experiment process of simulation test, and obtain next face to be tested of the tested soil sample 1 Shearing simulation result of the test；
Step 211 repeats step 210 N-2 times, until completing N number of face to be tested point using the tested soil sample 1 Not carry out simulation test experiment process, obtain the shearing simulation experiment knot in N number of face to be tested of the tested soil sample 1 Fruit；
Step 3: shearing simulation result of the test sorts：It is right from front to back according to the sequence of the face to be tested from top to bottom The shearing simulation result of the test in N number of face to be tested of the tested soil sample 1 obtained in step 2 is ranked up, after sequence The shearing simulation result of the test in N number of face to be tested be the shearing simulation at N number of different depth on the landslide to be tested Result of the test, the shearing simulation result of the test on the landslide to be tested at N number of different depth form the cunning of the tested soil sample 1 Slope disaster shearing simulation result of the test.
In this way, by the shearing simulation result of the test of multiple and different depths on the landslide to be tested, it can be directly to institute The expansion process for stating shear band on landslide to be tested (come down band) is observed, and realizes that easy and observation effect is intuitive, accurate, The expansion process of energy real simulation soil body shear band.In actual mechanical process, according to the present invention to be tested described in different time The tested soil sample 1 on landslide carries out shearing test and Soil Microstructure image acquisition, further can accurately understand soil body shearing The deformation of band and expansion process.
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, in step 201 into tested soil sample 1 plus during water, carried out using dropper plus water.
In the present embodiment, when being sampled in step 1, using sampling spoon 2, same depth is cut from landslide to be tested Take multiple tested soil samples 1；
When landslide disaster simulation test is carried out in step 2, the multiple institutes taken at same depth on landslide to be tested are utilized It states tested soil sample 1 and simulation test is carried out to the landslide disaster on landslide to be tested respectively；It is also, same on landslide to be tested to utilizing When the multiple tested soil samples 1 taken at one depth carry out simulation test to the landslide disaster on landslide to be tested respectively, step The amount of water of water is added to differ into tested soil sample 1 in rapid 201.
In this way, in the case of obtaining different moisture content, the landslide disaster analog reslt of soil sample 1 is tested, it is mutually deserved Go out the influence degree that landslide disaster occurs for water content.
In the present embodiment, when being sampled in step 1, using sampling spoon 2 from m different depth on landslide to be tested Place cuts tested soil sample 1, and the depth that fetches earth of each tested soil sample 1 is recorded respectively respectively；Wherein, m is positive integer And m >=5；
When landslide disaster simulation test is carried out in step 2, the m taken at m different depth on landslide to be tested are utilized The tested soil sample 1 carries out simulation test to the landslide disaster on landslide to be tested respectively, and it is a not to obtain m on landslide to be tested The landslide disaster shearing simulation result of the test of soil sample 1 is tested with depth；
When the sequence of shearing simulation result of the test is carried out in step 3, depth is fetched earth from top to bottom according to tested soil sample 1 Sequence, mould is sheared to the landslide disaster that soil sample 1 is tested at m different depth on the landslide to be tested that is obtained from front to back Intend result of the test to be ranked up, the landslide disaster shearing simulation result of the test of soil sample 1 is tested at m different depth after sequence For the shearing simulation result of the test at m × N number of different depth on the landslide to be tested, m on the landslide to be tested × N number of is not Shearing simulation result of the test with depth forms the landslide disaster shearing simulation result of the test on the landslide to be tested.
In actual use, the value size of m being adjusted accordingly according to specific needs, the wherein quantity of m is bigger, Test result is more accurate.
In the present embodiment, in step 3 after the completion of shearing test sort result, also need using data processing equipment and calling Three-dimensional reconstruction module, to the electron-microscope scanning in the shearing simulation result of the test at m × N number of different depth on the landslide to be tested Image is handled, and obtains the three-dimensional space model on the landslide to be tested.
In this way, by the three-dimensional space model to the landslide to be tested, can be slided to being tested in the case of different moisture content The deformation and expansion process progress of slope under external force are intuitive, accurately observe.
In the present embodiment, N=3~8.
In actual use, the value size of N can be adjusted accordingly according to specific needs.
When carrying out electron-microscope scanning in the present embodiment, in step 209, also need to obtain the soil body inspection surface using energy disperse spectroscopy Energy spectrum diagram.
In this way, according to the energy spectrum diagram of the soil body inspection surface, it can be to each soil in the electron-microscope scanning image of the soil body inspection surface The material of body particle is determined.Meanwhile it according to the electron-microscope scanning image of the soil body inspection surface, can observe on the soil body inspection surface The shape of each soil body particle and soil body particulate interspaces.
When solidify liquid instillation is carried out 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 sews on portion until dripping solidify liquid and the shearing being completely covered；Cure in shearing seam described in step 203 The height of the soil body is 1m~5mm；
When using support top tool by tested soil sample 1 along 2 upward support top of sampling spoon in step 205, branch heights of roofs is not small Cure the height of the soil body in shearing seam described in step 203.
In the present embodiment, the height of the curing soil body is 1m~5mm in shearing seam described in step 203；
When using support top tool by tested soil sample 1 along 2 upward support top of sampling spoon in step 205, branch heights of roofs is not small Cure the height of the soil body in 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 sampling spoon in step 205, branch Heights of roofs is 3m~6mm.
In the present embodiment, branch heights of roofs is 5mm.
Be sampled in the present embodiment, in step 201 cutting ring and soil sample clamping with soil sample in plus water before, first at this time by Water content V1 in test soil sample 1 is tested, and the saturated aqueous rate for being tested soil sample 1 is tested, and be calculated The saturation moisture content V2 of tested soil sample 1；In step 201 into tested soil sample 1 plus during water, amount of water is not more than V3, wherein V3=V2-V1.
In the present embodiment, after the completion of being sampled in step 1, the depth selection according to sampling spoon 2 is also needed, to tested soil Depth of the upper surface of sample 1 on the landslide to be tested is determined；
It from top to bottom lays and in N number of face to be tested positioned at the described to be tested of topmost in N number of face to be tested Face is top face to be tested, and the N-1 in N number of face to be tested in addition to the face to be tested of the top faces to be tested are It is lower part face to be tested；
Before carrying out simulation test using any one described lower part face to be tested of tested soil sample 1, it is both needed to according to the quilt Depth of 1 upper surface of soil sample on the landslide to be tested is tested, and is combined being located at each above the face to be tested of the lower part Face to be tested propped up tested soil sample 1 upwards along sampling spoon 2 using support top tool in step 205 in simulation test procedure The branch heights of roofs on top is determined depth of the lower part face to be tested on the landslide to be tested；Utilize the tested soil After N number of face to be tested is respectively completed simulation test in sample 1, cutting at N number of different depth on the landslide to be tested is obtained Shearing stress, and obtain soil body electron-microscope scanning image in the shearing seam on the landslide to be tested at N number of different depth.
In the present embodiment, the structure snd size all same of upper left grip block described in step 201 3 and upper right grip block 5 and The two is laid in symmetrical, and the structure snd size all same and the two of the lower-left grip block 6 and bottom right grip block 8 are in symmetrical cloth If.
Also, the width of the top pushing tow boss 4-1 of same size and its thickness of upper grip block 4 in is not less than institute It states vertical loading device and height is vertically pushed to tested soil sample 1.The front-rear side walls of the top pushing tow boss 4-1 are respectively with taking The front and rear inner wall of sample cutting ring 2 is close to.
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 with the lower fixture with width.
In actual use, the width of the upper fixture and the lower fixture is in the internal diameter of sampling spoon 2, it is described on The width of grip block 4 is less than the internal diameter of sampling spoon 2.
In the present embodiment, the width of the upper fixture and the lower fixture is all higher than the internal diameter of sampling spoon 2, it is described on The width of grip block 4 is less than the internal diameter of sampling spoon 2.
Also, the width of upper grip block 4 is the internal diameter of sampling spoon 2 in describedIn the present embodiment, in described The width of upper grip block 4 is the internal diameter of sampling spoon 2In actual use, it can be clamped in centering according to specific needs The width of block 4 adjusts accordingly.
In the present embodiment, the height of the tested soil sample 1 is identical with the height of sampling spoon 2 and the height of the two is 20mm.Also, the diameter of the tested soil sample 1 is identical with the internal diameter of sampling spoon 2.
Wherein, a diameter of 61.8mm of the sampling spoon 2.
In the present embodiment, lower fixture described in step 201 is further included between lower-left grip block 6 and bottom right grip block 8 In lower grip block, the lower-left grip block 6 is located at the underface of upper left grip block 3, and the bottom right grip block 8 is located at upper right and presss from both sides It holds immediately below block 5, the underface of upper grip block 4 during lower grip block is 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 that can be moved up and down between lower-left grip block 6 and bottom right grip block 8 folder 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 between grip block 5 and bottom right grip block 8 by vertically connecting bolt 10.
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 by former and later two described it is vertical connection bolt 10 be attached. Former and later two vertical connection bolts 10 are located at the front and rear sides of sampling spoon 2 respectively.
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 with 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 the bottom of upper grip block 4 and upper right grip block 5 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.
During 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.
In the present embodiment, the bottom of the upper fixture is provided with the round card holding trough clamped for 2 top of sampling spoon, under described The round card holding trough clamped for 2 bottom of sampling spoon is provided at the top of fixture.
Also, the diameter of the circle card holding trough is identical with the diameter of tested soil sample 1.
During 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.
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 soil body sample taking-up in shearing seam is carried out in the present embodiment, in step 207 Soil body sample in the shearing seam is taken out in shearing seam respectively；Also, it is sheared in seam from taking-up is described in shearing seam described in per pass During soil body sample, interior take out is stitched from the shearing and cure the soil body in one or more described shearing seam as soil in the shearing seam Body sample.
Also, after soil body sample is taken out in shearing seam in step 207, also need to dry soil body sample in the shearing seam It is dry or air-dried.
In the present embodiment, soil body sample in the shearing seam is dried using baking oven.In actual use, it can also adopt With natural air drying mode.
Before drying terminates, soil body sample in the shearing seam need to once be weighed every 8min~12min, until The continuous mass change for weighing soil body sample in the shearing seam three times is no more than compared with last weighing result During 0.02g, drying course terminates.
In the present embodiment, after being toasted one hour to soil body sample in the shearing seam using baking oven, taken out every 10 minutes It weighs, until weighing mass change three times no more than 0.02g, just completes the dried of soil body sample in the shearing seam Journey.Soil body sample can discharge internal residual moisture after drying process in the shearing seam, described convenient for being rapidly completed The internal curing process of soil body sample in shearing seam.Meanwhile it can effectively keep the internal solids of soil body sample in the shearing seam Structure and hole are not destroyed.
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 sampling spoon and soil sample clamp in step 201, inner clamps are held into sampling spoon 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 in step 202 shear strength for being tested soil sample 1, according to formula, calculated.
In formula (1), F is that the maximum vertical pressure that soil sample 1 can bear is tested described in step 202, and A is step Apply the section of shear of tested soil sample 1 during vertical pressure in 202 to being tested soil sample 1 described in step 201.Wherein, A The upper contact area between grip block 4 and tested soil sample 1 in.
When solidify liquid instillation is carried out 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 sews on portion until dripping solidify liquid and the shearing being completely covered.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.
In the present embodiment, grip block 4 is gone up using the vertical loading device in step 202 and in in step 201 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 Conventional sampling methods of sampling spoon 2 (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 2 both can be in vertically to laying, can also be inclined to cloth If.Thus, the sampling direction of sampling spoon 2 can be adjusted according to specific needs.
When the curing soil body in the shearing seam is taken out from the soil body cut down in the present embodiment, in step 207, use The curing soil body in the shearing seam is glued out by cotton swab.
In actual use, lower fixture described in step 201 is spacer-type fixture or projective table type fixture；
As shown in figure 4, the spacer-type fixture further include three respectively pad mounted in lower-left grip block 6, it is described in lower clamp The top of block and bottom right grip block 8 and the cushion block 13 inside sampling spoon 2 can be stretched to, three cushion blocks 13 are spliced to form one A round pie bed course, the diameter of the round pie bed course are identical with the internal diameter of sampling spoon 2；
As shown in Fig. 7-1, Fig. 7-2, Fig. 7-3, Fig. 7-4, Fig. 7-5 and Fig. 7-6, lower-left grip block in the projective table type fixture 6th, the top of lower grip block and bottom right grip block 8 sets a lower part pushing tow that can be stretched in sampling spoon 2 respectively in described Boss 14, three lower part pushing tow boss 14 are assemblied to form a cylindrical branch that upward support top is carried out to being tested soil sample 1 Roof platform, the diameter of the cylinder Zhi Dingtai are identical with the internal diameter of sampling spoon 2.
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 cutting ring and soil sample be sampled in structural images acquisition process, in step 201 clamping, 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 sampling spoon 2 Internal cushion block 13, the thickness of the cushion block 13 with being tested 1 bottom surface of soil sample to the distance between 2 bottom surface of sampling spoon phase at this time Together；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 is spliced to form a round pie bed course, and the round pie bed course is stretched in sampling spoon 2, and the round pie bed course Diameter it is identical with the internal diameter of sampling spoon 2.
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 The top of lower grip block 8 sets a lower part pushing tow boss 14 that can be stretched in sampling spoon 2, three lower part tops respectively The height of boss 14 is pushed away not less than the distance between tested 1 bottom surface of soil sample to 2 bottom surface of sampling spoon, and described in three at this time Lower part pushing tow boss 14 is assemblied to form a cylindrical Zhi Dingtai that upward support top is carried out to being tested soil sample 1, the cylinder The diameter of Zhi Dingtai 14 is identical with the internal diameter of sampling spoon 2.
When using support top tool by tested soil sample 1 along 2 upward support top of sampling spoon 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 during polishing treatment, first using cutting Cutting mill is cut flat with, then using automatic sheet grinding machine fine grinding, is then refined using abrasive material, 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 during grinding Soil body sample circles in joint-cutting, using water as lubricant and cooling agent in process of lapping.
It in the present embodiment, takes out in the shearing seam after soil body sample, soil body sample in the shearing seam is sticked to load glass On piece；Later, soil body sample in the shearing being sticked on glass slide seam is put into automatic sheet grinding machine, to soil in the shearing seam 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 cooling agent 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 electron-microscope scanning is carried out in the present embodiment, in step 209, continuous scanning is carried out from left to right or from right to left.
During practical progress electron-microscope scanning, soil body sample in the 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.
During 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 cutting at N number of different depth on landslide to be tested described in Image-Pro Plus software observation analysis In joint-cutting after soil body electron-microscope scanning image, the Soil Microstructure on the landslide to be tested at different depth easy can be obtained, By at different depth shearing seam in soil body electron-microscope scanning image analyze, can obtain on the landslide to be tested by up to Under the fractureing of microcosmic soil body particle, the changing of the relative positions, situation of change, obtain so as to direct, quick analysis and cut on the landslide to be tested Cut the expansion process of band.
Embodiment 2
As shown in figure 5, in the present embodiment, as different from Example 1：Shearing clamp described in step 201 further includes set Stop collar 12 loaded on the upper fixture and on the outside of the lower fixture.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 3
As shown in Figure 6, Figure 7, in the present embodiment, as different from Example 1：Upper fixture described in step 201 and described The width of lower fixture is identical with the internal diameter for the cutting ring 2 that fetches earth；Lower grip block only includes upper clamp block 7 in described；The upper left Grip block 3, upper right grip block 5, lower-left grip block 6 and bottom right grip block 8 length, width and height all same, it is described on The width and height of grip block 4 and upper clamp block 7 are identical with upper left grip block 3, upper grip block 4 and upper clamp in described The length of block 7 is identical and the length of the two is all higher than the length of upper left grip block 3.
During actual processing, the upper left grip block 3, upper right grip block 5, in upper grip block 4, lower-left grip block 6, bottom right folder Hold block 8 and it is described in the length of lower grip block can also all same.
Also, the round card holding trough is not opened at the bottom of the upper fixture and the top of the lower fixture.
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, the lower fixture is projective table type fixture；Such as Fig. 7-1, Fig. 7-2, Fig. 7-3, Fig. 7-4, Fig. 7-5 and figure Shown in 7-6, 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 set respectively One lower part pushing tow boss 14 that can be stretched in sampling spoon 2, three lower part pushing tow boss 14 be assemblied to form one it is right Tested soil sample 1 carries out the cylindrical Zhi Dingtai of upward support top, the diameter of the cylinder Zhi Dingtai and the internal diameter of sampling spoon 2 It is identical.
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 In structural images acquisition process, the height of three lower part pushing tow boss 14 is not less than is tested 1 bottom surface of soil sample extremely at this time The distance between 2 bottom surface of sampling spoon.In the present embodiment, the height all same and its height of three lower part pushing tow boss 14 It is all higher than the half of 2 height of sampling spoon.During actual processing, can by the further processing of three lower part pushing tow boss 14 into The height of sampling spoon 2 is identical.
Also, when carrying out shearing test and Soil Microstructure image acquisition to top face to be tested, in step 202 Trystate before shearing test, refers to Fig. 7；Trystate in step 202 after the completion of shearing test, refers to Fig. 8-1.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 acquisition, the trystate in step 202 before shearing test refers to Fig. 8-2；Step Trystate in 202 after the completion of shearing test, refers to Fig. 8-3.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 4
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 170 ︰, 6 ︰ 2.2.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 5
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 170 ︰, 8 ︰ 1.8.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 6
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 130 ︰, 8 ︰ 1.8.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 7
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 140 ︰, 7 ︰ 1.8.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 8
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 140 ︰, 7 ︰ 1.8.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 9
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 130 ︰, 6 ︰ 1.8.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 10
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 130 ︰, 6 ︰ 2.2.
In the present embodiment, remaining method and step is same as Example 1.
Embodiment 11
In the present embodiment, as different from Example 1：Solidify liquid described in step 203 is by epoxy resin, acetone, second two Amine and dibutyl phthalate are uniformly mixed according to the volume ratio of 100 ︰, 170 ︰, 8 ︰ 2.2.
In the present embodiment, remaining method and step is same as Example 1.
The above is only presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, every according to the present invention Any simple modification, change and the equivalent structure that technical spirit makees above example change, and still fall within skill of the present invention In the protection domain of art scheme.

Claims (10)

1. a kind of Soft Soil Layer landslide disaster simulation experiment method, it is characterised in that：This method includes the following steps：
Step 1: sampling：Tested soil sample (1) is cut, and to being tested soil sample from landslide to be tested using sampling spoon (2) (1) the depth that fetches earth is recorded；
The tested soil sample (1) is plane for cylindric and its upper and lower surface；
Step 2: landslide disaster simulation test：Using the tested soil sample (1) taken in step 1 to the landslide on landslide to be tested Disaster carries out simulation test；The quantity in face to be tested is N number of in the tested soil sample (1), and wherein N is positive integer and N >=3； When carrying out simulation test to the landslide disaster on landslide to be tested using tested soil sample (1), tested soil sample is from top to bottom utilized (1) N number of face to be tested carries out simulation test respectively, and process is as follows：
Step 201, sampling spoon and soil sample clamping are with adding water in soil sample：Using shearing clamp to built-in tested soil sample (1) After sampling spoon (2) carries out horizontal clamping, to tested soil sample (1) Nei Jiashui, and amount of water at this time is recorded；
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 Into, 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 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 internal top of sampling spoon (2) Pushing tow boss (4-1)；
In this step, when carrying out horizontal clamping using shearing clamp, first by sampling spoon (2) water of built-in tested soil sample (1) It keeps flat and is placed on the lower fixture, then to tested soil sample (1) Nei Jiashui, water is added after the completion to be placed horizontally at the upper fixture In tested soil sample (1), and sampling spoon (2) level of built-in tested soil sample (1) is made to be held on the upper fixture and described Between lower fixture, and it 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 face to be tested；
Step 202, shearing test：Grip block (4) is gone up using vertical loading device and in being tested described in step 201 Soil sample (1) applies vertical pressure, and tested soil sample (1) is made failure by shear to occur, and the shearing of tested soil sample (1) is calculated Intensity；The surface of the vertical loading device upper grip block (4) in being located at；
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；
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 curing 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 sampling spoon (2), to being tested soil sample (1) bottom Portion carries out truncation；
Step 205, soil sample support top：After the soil body curing of the shearing seam inside upper part, using support top tool by tested soil Sample (1) is along sampling spoon (2) upward support top, until the curing soil body in the shearing seam of seam is sheared described in twice moves to sampling On the outside of cutting ring (2)；
Truncation at the top of step 206, soil sample：Cutting tool is sampled and along the top surface of sampling spoon (2), to tested soil sample (1) top Portion carries out truncation；
After the completion of soil sample top horizontal is cut in this step, the upper surface of the tested soil sample (1) is plane, and be tested soil at this time The upper surface of sample (1) is next face to be tested；
Soil body sample is taken out in step 207, shearing seam：In the soil body cut down from 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：Soil body sample is to be tested in being stitched to shearing described in step 207 Face cut, is polished and polishing treatment, obtains soil body inspection surface；
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；
In this step after the completion of electron-microscope scanning, the shearing simulation experiment knot in the current face to be tested of the tested soil sample (1) is obtained Fruit, and the shearing simulation result of the test in current face to be tested includes the shearing of tested soil sample (1) being calculated in step 202 The electron-microscope scanning image of the soil body inspection surface obtained in intensity and step 209；
Step 210 carries out simulation test using next face to be tested, and process is as follows：
Step 2101, sampling spoon and soil sample clamping：Using shearing clamp described in step 201, to top in built-in step 206 The sampling spoon (2) that soil sample (1) is tested after truncation carries out horizontal clamping；
Step 2102, according to the method described in step 202 to step 203, complete next institute using tested soil sample (1) It states face to be tested and carries out the experiment process of simulation test, and obtain next face to be tested of the tested soil sample (1) Shearing simulation result of the test；
Step 211 repeats step 210 N-2 times, until completing to distinguish using N number of face to be tested of the tested soil sample (1) The experiment process of simulation test is carried out, obtains the shearing simulation experiment knot in N number of face to be tested of the tested soil sample (1) Fruit；
Step 3: shearing simulation result of the test sorts：According to the sequence of the face to be tested from top to bottom, from front to back to step The shearing simulation result of the test in N number of face to be tested of the tested soil sample (1) obtained in two is ranked up, after sequence The shearing simulation result of the test in N number of face to be tested is the shearing simulation examination at N number of different depth on the landslide to be tested It tests as a result, the shearing simulation result of the test on the landslide to be tested at N number of different depth forms the cunning of the tested soil sample (1) Slope disaster shearing simulation result of the test.
2. a kind of Soft Soil Layer landslide disaster simulation experiment method described in accordance with the claim 1, it is characterised in that：In step 1 into During row sampling, using sampling spoon (2), same depth cuts multiple tested soil samples (1) from landslide to be tested；
When landslide disaster simulation test is carried out in step 2, the multiple quilts taken at same depth on landslide to be tested are utilized It tests soil sample (1) and simulation test is carried out to the landslide disaster on landslide to be tested respectively；It is also, same on landslide to be tested to utilizing When the multiple tested soil samples (1) taken at depth carry out simulation test to the landslide disaster on landslide to be tested respectively, step The amount of water of water is added to differ into tested soil sample (1) in rapid 201.
3. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 1 In when being sampled, tested soil sample (1) is cut using sampling spoon (2) respectively at m different depth on landslide to be tested, And the depth that fetches earth of each tested soil sample (1) is recorded respectively；Wherein, m is positive integer and m >=5；
It is described using the m taken at m different depth on landslide to be tested when landslide disaster simulation test is carried out in step 2 Tested soil sample (1) carries out simulation test to the landslide disaster on landslide to be tested respectively, and obtains m difference on landslide to be tested Depth is tested the landslide disaster shearing simulation result of the test of soil sample (1)；
When the sequence of shearing simulation result of the test is carried out in step 3, depth is fetched earth from top to bottom according to tested soil sample (1) Sequentially, mould is sheared to the landslide disaster that soil sample (1) is tested at m different depth on the landslide to be tested that is obtained from front to back Intend result of the test to be ranked up, the landslide disaster shearing simulation experiment knot of soil sample (1) is tested at m different depth after sequence Fruit is the shearing simulation result of the test at m × N number of different depth on the landslide to be tested, m on the landslide to be tested × N number of Shearing simulation result of the test at different depth forms the landslide disaster shearing simulation result of the test on the landslide to be tested.
4. a kind of Soft Soil Layer landslide disaster simulation experiment method described in accordance with the claim 3, it is characterised in that：It is cut in step 3 After the completion of cutting test result sequence, also need using data processing equipment and call three-dimensional reconstruction module, to the landslide to be tested The electron-microscope scanning image in shearing simulation result of the test at upper m × N number of different depth is handled, and obtains the cunning to be tested The three-dimensional space model on slope.
5. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 201 In be sampled cutting ring and soil sample clamping with soil sample in plus water before, first at this time be tested soil sample (1) in water content V1 into Row test, and the saturated aqueous rate for being tested soil sample (1) is tested, and the saturation that tested soil sample (1) is calculated contains Water V2；When adding water to tested soil sample (1) is interior in step 201, amount of water is not more than V3, wherein V3=V2-V1.
6. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 1 After the completion of middle sampling, the depth selection according to sampling spoon (2) is also needed, to being tested the upper surface of soil sample (1) described to be measured Depth on examination landslide is determined；
N number of 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 Top face to be tested, (N-1) a described face to be tested in N number of face to be tested in addition to the face to be tested of the top is equal For lower part face to be tested；
Before carrying out simulation test using any one described lower part face to be tested of tested soil sample (1), it is both needed to tested according to this Depth of soil sample (1) upper surface on the landslide to be tested is tried, and is combined being located at each above the face to be tested of the lower part Face to be tested carry out in simulation test procedure in step 205 using support top tool by tested soil sample (1) along sampling spoon (2) to The branch heights of roofs of upper support top is determined depth of the lower part face to be tested on the landslide to be tested；It is tested using this After N number of face to be tested is respectively completed simulation test in examination soil sample (1), N number of different depth on the landslide to be tested is obtained The shear strength at place, and obtain soil body electron-microscope scanning image in the shearing seam on the landslide to be tested at N number of different depth.
7. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 209 During middle progress electron-microscope scanning, also need to obtain the energy spectrum diagram of the soil body inspection surface using energy disperse spectroscopy.
8. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 203 During middle progress solidify liquid instillation, the solidify liquid is dropped to the inside upper part of the shearing seam dropwise with dropper, until dripping solid Change liquid is completely covered the shearing and sews on portion；The height of the curing soil body is 1m~5mm in shearing seam described in step 203；
When using support top tool by tested soil sample (1) along sampling spoon (2) upward support top in step 205, branch heights of roofs is not small Cure the height of the soil body in shearing seam described in step 203.
9. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claims 1 or 2, it is characterised in that：Step 201 Described in lower fixture further include between lower-left grip block (6) and bottom right grip block (8) in lower grip block, the lower-left presss from both sides Block (6) is held positioned at the underface of upper left grip block (3), the bottom right grip block (8) is immediately below upper right grip block (5), institute State down the underface of upper grip block (4) during grip block is 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 clamp 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), grip block is descended 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 between upper right grip block (5) and bottom right grip block (8) by vertically connecting bolt (10).
10. according to a kind of Soft Soil Layer landslide disaster simulation experiment method described in claim 9, it is characterised in that：In step 201 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 clamping The top of block (8) and the cushion block (13) that can stretch to sampling spoon (2) inside, three cushion blocks (13) are spliced to form a circle Pie bed course, the diameter of the round pie bed course are identical with the internal diameter of sampling spoon (2)；
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) set respectively One lower part pushing tow boss (14) that can be stretched in sampling spoon (2), three lower part pushing tow boss (14) are assemblied to form The diameter of one cylindrical Zhi Dingtai that upward support top is carried out to being tested soil sample (1), the cylinder Zhi Dingtai and sampling ring The internal diameter of knife (2) is identical.
CN201610458905.2A 2016-06-22 2016-06-22 A kind of Soft Soil Layer landslide disaster simulation experiment method Expired - Fee Related CN105954497B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610458905.2A CN105954497B (en) 2016-06-22 2016-06-22 A kind of Soft Soil Layer landslide disaster simulation experiment method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610458905.2A CN105954497B (en) 2016-06-22 2016-06-22 A kind of Soft Soil Layer landslide disaster simulation experiment method

Publications (2)

Publication Number Publication Date
CN105954497A CN105954497A (en) 2016-09-21
CN105954497B true CN105954497B (en) 2018-07-06

Family

ID=56903539

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610458905.2A Expired - Fee Related CN105954497B (en) 2016-06-22 2016-06-22 A kind of Soft Soil Layer landslide disaster simulation experiment method

Country Status (1)

Country Link
CN (1) CN105954497B (en)

Citations (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101403736A (en) * 2008-10-30 2009-04-08 广州市设计院 Soft soil indoor multilevel direct shear test method
CN201673094U (en) * 2010-05-27 2010-12-15 中国科学院武汉岩土力学研究所 Visual shear test device for soil-structure interactive interfaces
CN102175478A (en) * 2011-01-28 2011-09-07 河海大学 System and method for sampling soil
CN102590475A (en) * 2012-02-08 2012-07-18 黄河水利委员会黄河水利科学研究院 Fine simulation test device and fine simulation test method for slope water erosion
CN104048980A (en) * 2014-06-30 2014-09-17 西安科技大学 Sample preparation and image acquisition method for analysis of micro structure of soil body
CN104297027A (en) * 2014-10-11 2015-01-21 四川大学 Rock mass test piece used for pure shearing test and rock pure shearing testing method
CN104331922A (en) * 2014-11-01 2015-02-04 西安科技大学 Three-dimensional reconstruction method for soil microstructure
CN204286839U (en) * 2014-11-16 2015-04-22 西安扩力机电科技有限公司 A kind of undisturbed samples of soft clay sampling cutter
CN204439474U (en) * 2015-04-17 2015-07-01 辽宁有色勘察研究院 The field direct shear test device of landslide rock mass shearing strength
CN104964883A (en) * 2015-06-26 2015-10-07 中国科学院地质与地球物理研究所 Landslide shear strength and shear zone deformation test method
CN104990809A (en) * 2015-06-26 2015-10-21 中国科学院地质与地球物理研究所 Test method of repeated direct shearing strength of landslide foundation covering face
CN105092391A (en) * 2015-08-20 2015-11-25 长沙理工大学 Expansive soil slope shallow-layer damaged soil body shear strength test method
CN205228969U (en) * 2015-12-07 2016-05-11 西安科技大学 Pure shear strength testing arrangement of strip belt

Patent Citations (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101403736A (en) * 2008-10-30 2009-04-08 广州市设计院 Soft soil indoor multilevel direct shear test method
CN201673094U (en) * 2010-05-27 2010-12-15 中国科学院武汉岩土力学研究所 Visual shear test device for soil-structure interactive interfaces
CN102175478A (en) * 2011-01-28 2011-09-07 河海大学 System and method for sampling soil
CN102590475A (en) * 2012-02-08 2012-07-18 黄河水利委员会黄河水利科学研究院 Fine simulation test device and fine simulation test method for slope water erosion
CN104048980A (en) * 2014-06-30 2014-09-17 西安科技大学 Sample preparation and image acquisition method for analysis of micro structure of soil body
CN104297027A (en) * 2014-10-11 2015-01-21 四川大学 Rock mass test piece used for pure shearing test and rock pure shearing testing method
CN104331922A (en) * 2014-11-01 2015-02-04 西安科技大学 Three-dimensional reconstruction method for soil microstructure
CN204286839U (en) * 2014-11-16 2015-04-22 西安扩力机电科技有限公司 A kind of undisturbed samples of soft clay sampling cutter
CN204439474U (en) * 2015-04-17 2015-07-01 辽宁有色勘察研究院 The field direct shear test device of landslide rock mass shearing strength
CN104964883A (en) * 2015-06-26 2015-10-07 中国科学院地质与地球物理研究所 Landslide shear strength and shear zone deformation test method
CN104990809A (en) * 2015-06-26 2015-10-21 中国科学院地质与地球物理研究所 Test method of repeated direct shearing strength of landslide foundation covering face
CN105092391A (en) * 2015-08-20 2015-11-25 长沙理工大学 Expansive soil slope shallow-layer damaged soil body shear strength test method
CN205228969U (en) * 2015-12-07 2016-05-11 西安科技大学 Pure shear strength testing arrangement of strip belt

Also Published As

Publication number Publication date
CN105954497A (en) 2016-09-21

Similar Documents

Publication Publication Date Title
CN106153475B (en) A kind of shearing test device and shearing test method of soil body shear band
CN106644758B (en) Rock direct shear and point load test device and test operation method thereof
CN102175533B (en) Ultra-large type geotechnical engineering three-dimensional model test system
CN102095618B (en) Device for preparing light-weight remoulded soil sample
CN103868799B (en) Rock mechanical characteristic analyzer for non-conventional oil-gas reservoir stratum
CN202083598U (en) Dry-wet circulation large-size strain control type direct shearing device
CN101788431A (en) Device and method for testing shear performance of asphalt mixture
CN106198255B (en) Soil body shearing test device and shearing test method under a kind of confining pressure state
CN102967506B (en) Middle-sized rock servo control true triaxial test device
CN106198256B (en) A kind of soil body shear band expansion process observation procedure
CN201382876Y (en) Similar model test device for rock plane
CN203191265U (en) Device applicable to indoor middle-type shear test
CN203869959U (en) Analysis meter for rock mechanics characteristics of unconventional oil and gas reservoir
CN201788123U (en) Bond anchorage pull-out test device
CN101846606A (en) Earth-structure interaction contact surface shearing test visualization device
CN114486532B (en) Device and method for testing fluid migration rule in creep of ice-containing soft rock sample
CN104458428A (en) Large-sized fluid-solid-heat multi-field coupling test loading system
CN201983987U (en) Extra-large geotechnical engineering three-dimensional model test system
CN108444550A (en) Static power and temperature test integrated apparatus and its test method
CN115372159B (en) Fault activation and roadway instability test system and method under simulated mining disturbance action
CN105891011B (en) Rock frictional test strength meter under a kind of different fluid effect
CN109883847A (en) Big load high-frequency original position stretching and fatigue tester based on x-ray imaging
CN101514978B (en) Test method for studying phenomenon of permeable damage on soil body and test device thereof
CN102519795B (en) Rotatable rock-soil testing machine driven by single motor
CN106198209B (en) Soft Soil Layer landslide disaster simulation experiment method under a kind of confining pressure state

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
TR01 Transfer of patent right
TR01 Transfer of patent right

Effective date of registration: 20210524

Address after: Room 11b16, Bainaohui computer city, 68 Yanta Road, Beilin District, Xi'an, Shaanxi 710001

Patentee after: XI'AN XINXUE TRAFFIC GEOLOGICAL ENGINEERING Co.,Ltd.

Address before: 710054 No. 58, Yanta Road, Shaanxi, Xi'an

Patentee before: XI'AN University OF SCIENCE AND TECHNOLOGY

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

Granted publication date: 20180706

Termination date: 20210622