CN107271272B - A kind of probe test device and method of pan soil intensity and structured testing - Google Patents
A kind of probe test device and method of pan soil intensity and structured testing Download PDFInfo
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- CN107271272B CN107271272B CN201610921703.7A CN201610921703A CN107271272B CN 107271272 B CN107271272 B CN 107271272B CN 201610921703 A CN201610921703 A CN 201610921703A CN 107271272 B CN107271272 B CN 107271272B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
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- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A kind of probe test device and method, suitable for overconsolidation, heterogeneous soil intensity and structured testing when use.Sample protection cap is equipped with including probe fixing frame, tension and compression strain gauge, displacement meter, probe and top and has the column pan soil sample of lateral confinement, and the experimental condition that penetration resistance is distributed on a kind of a plurality of injection trace of test cylinder axis is provided.It repeats to test by different-diameter probe and obtains penetration resistance distribution on a plurality of injection trace, pan soil weakness band subregion on single injection trace, to obtain weak carrying space three-dimensional configuration, pan soil strength characteristic is statisticallyd analyze according to the spatial distribution data of pan soil penetration resistance, it does not change existing press structure, experimental rig is convenient for disassembly and assembly, structure is simple, and the data of acquisition are detailed and reliable；More dimension tests and multiclass pan soil, wide adaptability are suitable for by adjusting probe scale, cutting ring and sample protection cap size.
Description
Technical field
The present invention relates to a kind of probe test device and method, are particularly suitable for overconsolidation, the intensity of heterogeneous soil and knot
The probe test device and method of pan soil intensity and structured testing that structure uses when testing.
Background technique
Pan soil intensity is between rock and soil, and conventional soil mechanics rig for testing is since load capability deficiency is for pan soil
Helpless, conventional rock mechanics experiment equipment just occurs significantly to destroy in load initial stage pan soil, is unfavorable for capturing pan soil deformation
The mechanical process of destruction.Meanwhile sliding surface, crack and hole development in pan soil, it is structural that its property is influenced also extremely to protrude.
Currently, ground bed boundary and the constructing variable test of macro-scale generally use the methods of physical prospecting, probing, trenching and exploratory tunnel excavating,
The test of microcosmic micron or nanoscale hole generally uses scanning electron microscope, Mercury injection test and CT scan to be tested, but test block
Structure feature test in sample between micro and macro, still lacks effective device and method.In consideration of it, research and
The test method for manufacturing experimently weak band and pan soil intensity inside pan soil, is the important content of structural pan soil soil nature matter testing research.
Summary of the invention
Technical problem: it is simple the present invention be directed in place of the deficiencies in the prior art, provide a kind of structure, it is easy to use, it surveys
Try the probe test device and method of effect good pan soil intensity and structured testing.
Technical solution: to achieve the above object, the probe test device of pan soil intensity of the invention and structured testing,
Be characterized in that: it include the probe fixing frame being arranged between press machine seaming chuck and press bench, probe, computer,
Displacement meter and top are equipped with the column pan soil sample of sample protection cap；
The probe fixing frame includes probe fixed plate, is respectively equipped on probe fixed plate quadrangle and consolidates probe fixed plate
The strong magnets being scheduled on press machine seaming chuck, probe fixed plate center are equipped with tension and compression strain gauge, tension and compression strain gauge
Upper to be vertically equipped with probe rope head, tension and compression strain gauge two sides are equipped with fixation hole, probe fixed plate, drawing in probe fixed plate
Compression sensor is connected with probe tapered end using glue, and probe tapered end is equipped with probe, probe diameter 0.5-3mm, pan soil examination
Sample is arranged on the press bench immediately below probe；The displacement meter upper end is fixed on press machine seaming chuck, displacement meter
Lower end is adsorbed on press bench using magnet；
The tension and compression strain gauge and the displacement meter are connected to a computer by conducting wire, for acquiring injection resistance
Power and depth of penetration.
Multiple inspecting holes are uniformly provided on the sample protection cap, inspecting hole matches with probe diameter, and inspecting hole position is in order
Using laser writing coding and accurate record inspecting hole centre coordinate, outer diameter and the acquisition column pan soil sample of sample protection cap
The cooperation of cutting ring internal diameter is consistent, and inspecting hole diameter is greater than probe 0.2mm；The probe rope head is adjustable structure, for replacing different length
The probe of degree and diameter.
A kind of pan soil intensity and structured testing test method, its step are as follows:
A. region acquisition original state pan soil sample first is being drafted before test, column sample is being made using cutting ring, upper and lower surface is protected
Fair row and upper surface are lower than cutting ring 2mm suitable for reading, and each tested stratum prepares 2-3 part column sample, and it is feeding to be placed into constant temperature and humidity
It is stand-by in protecting box, it tests column sample in overall process and is under the lateral confinement boundary condition and protection of cutting ring always；
B. test provides loading environment using the control system of servo-pressing machine: control press machine lifts presses on press machine
Head installs displacement meter between pressure head and press bench, and probe fixed plate is absorbed and fixed at pressure using strong magnets
On the seaming chuck of machine, using bolt by fixation hole by probe fixed plate fixation, then according to the intensity of pan soil sample,
Probe diameter is selected according to the principle of high-intensitive minor diameter, low-intensity major diameter, probe is fixed on to probe rope head vertically downward
On, tension and compression strain gauge and displacement meter are installed and are connected to a computer；
C. selection inspecting hole and the matched sample protection cap of probe diameter, the press bench immediately below probe rope head
On smoothly place pan soil sample, sample protection cap is installed on pan soil sample, make sample protection cap and pan soil sample connect it is real simultaneously
It is embedded in cutting ring；
D. for slow falling pressure machine seaming chuck until probe contacts sample protection cap, holding cutting ring slowly moves sample,
It selects an inspecting hole as instrument connection on protective cap, inspecting hole and the laggard row of probe alignment is made to carry out pre- injection test,
The stress and deformation parameter of computer acquisition probe penetration process are connect with tension and compression strain gauge using displacement meter,
It carries out pan soil probe intensity and structured testing and spy is driven using the one of both of strain controlling formula and Stress Control formula loading method
Needle, when using Stress Control formula loading method, probe detects injection rate with fixed stress injection sample；Using strain controlling
Formula loading method drive when, probe with fix strain rate at the uniform velocity injection sample detection penetration resistance, injection strain rate according to
Probe intensity multistage is optional, and in the range of 0.01-5mm/min, soil property is hard to get the small value, and soil property weakness takes large values；
When c. using computer analysis test data, under strain controlling formula loading environment, when the injection drawn out is deep
Degree --- penetration-resistance curve occurs judging when the approximate strath shape curve to drop suddenly there is weak band inside sample；
Under Stress Control formula loading environment, when the depth of penetration drawn out --- there is the approximation jumped up suddenly in penetrating speed curve
Judge there is weak band inside current pan soil sample when the crest curve of table mountain；
D. after obtaining the weak bound position with distribution of the multiple inspecting holes of pan soil sample, inspecting hole is pressed using computer
The bound of coordinate and weak band, rebuilds the space structure of sample weakness band, according to probe cross section product and penetration load, obtains
The penetration resistance distribution characteristics of pan soil sample different location, using the intensity of study of statistical methods sample.
It is described with strain controlling formula loading method test when:
A1. pre- injection test is mainly used for the mated condition for adjusting probe diameter and detecting sample protection cap and probe,
While starting servo-pressing machine load and observation penetration-resistance curve, injection strain curve, the feelings of probe injection sample are observed
Condition: when probe card is on sample protection cap, stop test immediately, adjust the inspecting hole of specimen surface level and sample protection cap
It is coaxial with probe；When penetration resistance --- when depth of penetration curve is without obvious fluctuation, stops test, replace slightly larger probe diameter；
When probe has macroscopic obvious bending or penetration resistance increased dramatically, stopping test immediately prevents from breaking, and replaces slightly smaller
Probe diameter；
B1 keeps cutting ring to immobilize with sample protection cap relative position, unitary rotation cutting ring after determining probe diameter
With pan soil sample, for slow falling pressure machine seaming chuck until probe contacts sample protection cap, the pico- pan soil sample that adjusts makes probe
It is directed at the inspecting hole in a non-test hole on protective cap, press machine seaming chuck, which stops decline, after probe contact sample makes vertical lotus
It carries and resets, complete the inspecting hole test of a pan soil sample；
C1. by being tested since the inspecting hole of protective cap any position in such a way that a hole is surveyed in a hole, gradually in all inspecting holes
Position carries out injection test, and computer record press machine load, displacement meter reading and tension and compression stress sensing are utilized while test
Device is read, and generates stress and strain curve according to the reading of record in computer, while visually observing probe injection pan soil sample
Situation, when occur tension and compression strain gauge reading be more than range 90%, visually observe probe bending, block sample protection cap
Inspecting hole, probe depth of penetration reach 60mm, and a period of time of above-mentioned four kinds of situations then stops testing and lifting pressing on press machine immediately
Head；
D1. the plan-position for adjusting pan soil sample, repeats step a1-c1, according to sample protection cap inspecting hole position, hole-specifically
It carries out injection test and obtains test data.
It is described with Stress Control formula loading method test when:
A2. pre- injection test is mainly used for the mated condition for adjusting probe diameter and detecting sample protection cap and probe,
While starting servo-pressing machine load and observation penetration-resistance curve, injection strain curve, the feelings of probe injection sample are observed
Condition: when probe card is on sample protection cap, stop test immediately, adjust the inspecting hole of specimen surface level and sample protection cap
It is coaxial with probe；When penetration resistance --- when depth of penetration curve is without obvious fluctuation, stops test, replace slightly larger probe diameter；
When probe has macroscopic obvious bending or penetration resistance increased dramatically, stopping test immediately prevents from breaking, and replaces slightly smaller
Probe diameter；
B2. the probe diameter and the range after maximum penetration resistance according to [0,2 times of penetration resistance] for obtaining pan soil injection,
It is divided into 5-8 grades of loads, the injection stress as the load of Stress Control formula；
C2. after determining probe diameter, cutting ring is kept to immobilize with sample protection cap relative position, unitary rotation ring
Knife and pan soil sample, until probe contacts sample protection cap, the pico- pan soil sample that adjusts makes to visit slow falling pressure machine seaming chuck
For the inspecting hole in a non-test hole on certainly helmet, after probe contact sample, press machine seaming chuck, which stops decline, makes vertically
Load is reset, and completes the inspecting hole test of a pan soil sample；
D2. by being tested since the inspecting hole of protective cap any position in such a way that a hole is surveyed in a hole, gradually in all inspecting holes
Position carries out injection test, and computer record press machine load, displacement meter reading and tension and compression stress sensing are utilized while test
Device is read, and generates stress and strain curve according to the reading of record in computer, while visually observing probe injection pan soil sample
Situation, when occur tension and compression strain gauge reading be more than range 90%, visually observe probe bending, block sample protection cap
Inspecting hole, probe depth of penetration reach 60mm, and a period of time of above-mentioned four kinds of situations then stops testing and lifting pressing on press machine immediately
Head.
The cutting ring diameter of the acquisition pan soil sample is 39.1-100mm, height 70mm, and the pan soil sample of acquisition is height
The column pan soil sample of 68mm, the space 2mm that column pan soil sample upper end is reserved with dress sample protection cap at the top of cutting ring are high
Degree.
The utility model has the advantages that the present invention utilizes computer acquisition press machine by the way that probe and pan soil sample are arranged on press machine
Drive probe injection pan soil and detection penetration resistance or penetrating speed, information when by acquisition probe injection pan soil sample come
Judge with the presence or absence of weak band on the injection trace of pan soil sample, and restores the three-dimensional in pan soil sample point of weak band
Cloth and structure, the identification of pan soil sample structure are more visual in image；
By the way that in pan soil sample, repeatedly distributed penetration resistance acquisition obtains sufficient pan soil intensity basic data, pan soil
Intensive parameter determination can be used statistical method and improve reliability；
Existing press structure is not changed, experimental rig is convenient for disassembly and assembly, and structure is simple；
Testing inspection can both be realized by press machine system or complete independently, the data of acquisition are detailed and reliable；Pass through tune
Whole probe scale, cutting ring and sample protection cap size are suitable for more dimension tests and multiclass pan soil, wide adaptability.
Detailed description of the invention
Fig. 1 is mechanism map of the invention.
Fig. 2 is probe fixing frame structure chart of the invention.
Fig. 3 is sample protection cap structure figure of the present invention.
Fig. 4 is pan soil sample structure figure of the invention.
Fig. 5 (a) is that injection mode and soil structure of the invention identify schematic diagram.
Fig. 5 (b) is injection soil structure curve graph of the invention.
Fig. 6 (a) is the first time injection displacement of probe of the embodiment of the present invention and penetration load curve.
Fig. 6 (b) is second of the injection displacement of probe of the embodiment of the present invention and penetration load curve.
In figure: 1- press machine seaming chuck, 2- probe fixed plate, 3- strong magnets, 4- tension and compression strain gauge, 5- data
Line, 6- probe rope head, 7- probe, 8- sample protection cap, 9- weakness band, 10- column sample, 11- press bench, 12-
Move meter, 13- fixation hole, 14- inspecting hole, 15- cutting ring.
Specific embodiment
One embodiment of the present of invention is described further with reference to the accompanying drawing:
A kind of probe test device of pan soil intensity and structured testing as shown in Figure 1, it is characterised in that: it includes setting
Probe fixing frame, probe 7, computer, displacement meter 12 between press machine seaming chuck 1 and press bench (11) and on
Side is equipped with the column pan soil sample 10 of sample protection cap 8；
As shown in Figures 2 and 3, probe fixing frame includes probe fixed plate 2, be respectively equipped on 2 four jiaos of probe fixed plate by
Probe fixed plate 2 is fixed on the strong magnets 3 on press machine seaming chuck 1, and 2 center of probe fixed plate is equipped with tension and compression stress sensing
Device 4 is vertically equipped with probe rope head 6 on tension and compression strain gauge 4, and 4 two sides of tension and compression strain gauge are set in probe fixed plate 2
There is fixation hole 13, probe fixed plate 2, tension and compression strain gauge 4 and probe tapered end 6 are connected using glue, set on probe tapered end 6
There are probe 7,7 diameter 0.5-3mm of probe, pan soil sample 10 is arranged on the press bench 11 immediately below probe 7；It is described
12 upper end of displacement meter is fixed on press machine seaming chuck 1, and 12 lower end of displacement meter is adsorbed on press bench 11 using magnet
On；, the probe rope head 6 is adjustable structure, for replacing the probe 7 of different length and diameter
The tension and compression strain gauge 4 and the displacement meter 12 are connected to a computer by conducting wire, for acquiring injection
Resistance and depth of penetration.
As shown in Figure 3 and Figure 4, multiple inspecting holes 13, inspecting hole 13 and 8 diameter of probe are uniformly provided on the sample protection cap 8
Match, inspecting hole position uses laser writing coding and accurate record inspecting hole centre coordinate, the outer diameter of sample protection cap in order
Consistent with 15 internal diameter of the cutting ring cooperation of acquisition column pan soil sample 10,14 diameter of inspecting hole is greater than probe 0.2mm.
A kind of test method of pan soil intensity and structured testing, its step are as follows:
A. region acquisition original state pan soil sample first is being drafted before test, column sample 10 is being made using cutting ring 15, thereon following table
Face keeping parallelism and upper surface are lower than the 2mm suitable for reading of cutting ring 15, and each tested stratum prepares 2-3 part column sample 10, are placed into perseverance
It is stand-by in constant temperature and humidity curing box, test the lateral confinement boundary condition in cutting ring 15 and the protection always of column sample 10 in overall process
Under；
B. test provides loading environment using the control system of servo-pressing machine: control press machine lifts presses on press machine
First 1, displacement meter 12 is installed between pressure head 1 and press bench (11), is adsorbed probe fixed plate 2 using strong magnets 3
It is fixed on the seaming chuck 1 of press machine, using bolt by fixation hole 13 by probe fixed plate fixation, then according to hard
The intensity of soil sample 10 selects 7 diameter of probe according to the principle of high-intensitive minor diameter, low-intensity major diameter, and probe 7 is vertical
It is downwardly fixed on probe rope head 6, tension and compression strain gauge 4 and displacement meter 12 are installed and are connected to a computer；
C. the sample protection cap 8 for selecting inspecting hole 14 and 7 diameter matches of probe, the press machine work immediately below probe rope head 6
Make smoothly to place pan soil sample 10 on platform 11, sample protection cap 8 is installed on pan soil sample 10, makes sample protection cap 8 and hard
Soil sample 10 connects reality and is embedded in cutting ring 15；
D. slow falling pressure machine seaming chuck 1 is until probe 7 contacts sample protection cap 8, the slowly mobile examination of holding cutting ring 15
Sample 10 selects an inspecting hole 14 as instrument connection on protective cap 8, so that inspecting hole 14 is directed at laggard row with probe 7 and carry out pre- injection
Test, the stress and deformation parameter of 7 penetration process of computer acquisition probe are connect using displacement meter 12 with tension and compression strain gauge 4,
10 intensity of pan soil sample and structured testing are carried out using the driving of the one of both of strain controlling formula and Stress Control formula loading method
Probe 7, as shown in Fig. 5 a and Fig. 6 b, when using Stress Control formula loading method, probe 7 is with fixed stress injection sample 10, inspection
Survey injection rate；When being driven using strain controlling formula loading method, probe 7 is examined with fixing strain rate at the uniform velocity injection sample 10
Penetration resistance is surveyed, injection strain rate is optional according to probe intensity multistage, and in the range of 0.01-5mm/min, soil property is hard to be taken
Small value, soil property weakness take large values；
When e. using computer analysis test data, under strain controlling formula loading environment, when the injection drawn out is deep
Degree --- penetration-resistance curve occurs judging there is weakness inside sample 10 when the approximate strath shape curve to drop suddenly
Band；Under Stress Control formula loading environment, when the depth of penetration drawn out --- the appearance of penetrating speed curve is jumped up close suddenly
Judge there is weak band inside current pan soil sample 10 when like table mountain crest curve；
F. it behind the bound position that the weak band 9 for obtaining a inspecting hole 14 of pan soil sample more than 10 is distributed, is pressed using computer
The bound of 14 coordinate of inspecting hole and weak band 9, rebuilds the space structure of sample weakness band 9, according to 7 sectional area of probe and injection
Load obtains the penetration resistance distribution characteristics of 10 different location of pan soil sample, using the intensity of study of statistical methods sample.
It is described with strain controlling formula loading method test when:
A1. pre- injection test is mainly used for the cooperation feelings for adjusting 7 diameter of probe and detecting sample protection cap 8 and probe 7
Condition, while starting servo-pressing machine loads and observes penetration-resistance curve, injection strain curve, observation 7 injection of probe examination
The case where sample 10: when probe 7 is stuck on sample protection cap 8, stop test, adjustment 10 surface of sample level and sample immediately
The inspecting hole 14 and probe 7 of protective cap 8 are coaxial；When penetration resistance --- when depth of penetration curve is without obvious fluctuation, stop test,
Replace slightly larger probe diameter；When probe 7 has macroscopic obvious bending or penetration resistance increased dramatically, stop examination immediately
Testing prevents from breaking, and replaces slightly smaller probe diameter；
For b1 after determining 7 diameter of probe, the strain rate of setting strain controlling formula load keeps cutting ring 15 and sample to protect
8 relative position of helmet immobilizes, unitary rotation cutting ring 15 and pan soil sample 10, and slow falling pressure machine seaming chuck 1 is until visit
Needle 7 contacts sample protection cap 8, and the pico- pan soil sample that adjusts makes probe 7 be directed at an inspecting hole 14 that do not tested on protective cap 8,
After probe 7 contacts sample, press machine seaming chuck 1 stops decline, and the probe of a pan soil sample is completed after enabling vertical load reset
Test；
C1. by being tested since 8 any position inspecting hole 14 of protective cap in such a way that a hole is surveyed in a hole, gradually all
14 position of inspecting hole carries out injection test, and computer record press machine load, the reading of displacement meter 12 and tension and compression are utilized while test
Strain gauge 4 is read, and generates stress and strain curve according to the reading of record in computer, while visually observing probe 7 and passing through
Enter 10 situation of pan soil sample, when occur tension and compression strain gauge 4 reading be more than range 90%, visually observe probe 7 bending, card
Firmly the inspecting hole 14 of sample protection cap 8,7 depth of penetration of probe reach 60mm, and a period of time of above-mentioned four kinds of situations then stops test immediately
And lift press machine seaming chuck 1；
D1. the plan-position for adjusting pan soil sample 10, repeats step a1-c1, according to 8 inspecting hole of sample protection cap, 14 position,
It hole-specifically carries out injection test and obtains test data.
It is described with Stress Control formula loading method test when:
A2. pre- injection test is mainly used for the cooperation feelings for adjusting 7 diameter of probe and detecting sample protection cap 8 and probe 7
Condition, while starting servo-pressing machine load and observation penetration-resistance curve, injection strain curve, observation 7 injection of probe examination
The case where sample 10: when probe 7 is stuck on sample protection cap 8, stop test, adjustment 10 surface of sample level and sample immediately
The inspecting hole 14 and probe 7 of protective cap 8 are coaxial；When penetration resistance --- when depth of penetration curve is without obvious fluctuation, stop test,
Replace slightly larger probe diameter；When probe 7 has macroscopic obvious bending or penetration resistance increased dramatically, stop examination immediately
Testing prevents from breaking, and replaces slightly smaller probe diameter；
B2. the probe diameter and the range after maximum penetration resistance according to [0,2 times of penetration resistance] for obtaining pan soil injection,
It is divided into 5-8 grades of loads, the injection stress as the load of Stress Control formula；
C2. after determining 7 diameter of probe, the first order load of setting Stress Control formula load keeps cutting ring 15 and sample
8 relative position of protective cap immobilizes, unitary rotation cutting ring 15 and pan soil sample 10, slow falling pressure machine seaming chuck 1 until
Probe 7 contacts sample protection cap 8, and pico- to adjust pan soil sample probe 7 is made to be directed on protective cap 8 one be the inspecting hole tested
14, after probe 7 contacts sample, press machine seaming chuck 1 stops decline, and a pan soil sample is completed after enabling vertical load reset and is visited
Needle test；
D2. the load determined according to b2 replaces inspecting hole 14 according to a hole mode is surveyed every a hole, applies second level load, weight
The multiple identical test of c2, test while, utilize computer record press machine load, the reading of displacement meter 12 and tension and compression stress sensing
Device 4 is read, until completing all rank load tests, occurs the lotus obviously fluctuated at any time with injection rate in penetration process
It carries rank and is determined as more excellent load；
E2. according to the load of more excellent load setting Stress Control formula load, from protective cap in the way of every a hole one hole of survey
8 any positions did not tested inspecting hole 14 and start to test, gradually while all 14 positions of inspecting hole progress injection test, test
It is read using computer record press machine load, the reading of displacement meter 12 and tension and compression strain gauge 4, according to record in computer
Reading generate stress and strain curve, while 7 injection pan soil sample of probe, 10 situation is visually observed, when there is tension and compression stress
The reading of sensor 4 is more than range 90%, visually observes the bending of probe 7, the inspecting hole 14 for blocking sample protection cap 8,7 injection of probe
Depth reaches 60mm, and a period of time of above-mentioned four kinds of situations then stops testing immediately and lifts press machine seaming chuck 1.
15 diameter of cutting ring of the acquisition pan soil sample 10 is 39.1-100mm, height 70mm, the pan soil sample 10 of acquisition
For the column pan soil sample 10 of height 68mm, 10 upper end of column pan soil sample is reserved with dress sample protection at the top of cutting ring 15
The 2mm spatial altitude of cap 8.
Embodiment one: sample is derived from Countermeasure In Yuzhou City of Henan Province mine K-10 drilling, and depth selection 110.2m is Neogene System
Middle part sandy clay, uniaxial compressive strength is close to 1MPa.When prepared by sample, the upper and lower surface of undisturbed soil is scabbled with native knife is cut
After be mounted on three axis sample sample preparation devices, soil sample is unloaded with cutting when native knife is switched to close to 50mm diameter, using internal diameter 50mm, height
The special cutting ring 15 of 70mm is spent, cuts soil sample side indentation cutting ring 15 with native knife-edge is cut, top reserves 2mm and installs sample protection cap 9, altogether
10 two, pan soil sample are prepared, it is stand-by to be put into maintenance bottle.
Test uses 1.1mm diameter, long 80mm probe 7, outer diameter 50mm sample protection cap 8, and 14 diameter 1.2mm of inspecting hole is visited
14 spacing 10mm of hole carries out penetration test according to test procedure.Its main points is: first starting press machine, lifts seaming chuck 1 to conjunction
Suitable height, installs probe fixing frame 2 and probe 7, carries out on the undisturbed soil for be cut into plane after detection probe 7 is vertical pre-
Injection is tested, and lifts seaming chuck 1 after 7 the operation is stable of probe；The cutting ring 15 for installing sample protection cap 8 is slow together with sample
It is pushed into 11 center of press bench, slowly falls seaming chuck 1 and probe 7, is directed at inspecting hole one by one in the way of visiting one every one
14, the setting of adjustment pressure, displacement setting, range are set as 60mm, start injection program and capture program after clearing, sees
The bending situation of probe 7 and the penetration resistance of press machine feedback are examined, until the injection that inspecting hole 14 completes two samples one by one is visited
It surveys.
According to test data, using injection displacement s as abscissa, penetration load q is ordinate, draws q-s curve, such as Fig. 6
It is shown.Wherein Fig. 6 a is first time injection, and Fig. 6 b is second of injection.By Fig. 6 a as it can be seen that being displaced in injection from 9- at the top of sample
Two sections 18mm and 27-39mm, penetration load are obviously in " low ebb ", and the lowest point is gentle, can determine whether that there are two inside sample
Weak band；Fig. 6 b demonstrates Fig. 6 a as a result, being displaced from the 10 top section 14-21mm and 26-41mm of pan soil sample, together in injection
Sample has weak band distribution, but spatial distribution position is slightly changed.If obtaining the weak band distribution characteristics of multiple inspecting holes 14,
The space structure of sample weakness band can be rebuild.According to probe cross section product and penetration load, the penetration resistance of different location can get
Distribution characteristics acquires penetration resistance according to different section lengths on injection trace, as the sample of statistical analysis, when point
When segment length does not influence the statistical law of penetration resistance distribution, the average value and sample variance of penetration resistance are found out, is tried with pan soil
The macromechanics intensity of sample is compared and establishes strength relationship, thus using the intensity of study of statistical methods sample.
Claims (4)
1. a kind of probe test method of pan soil intensity and structured testing, the probe test of the pan soil intensity and structured testing that use
Device, including probe fixing frame between press machine seaming chuck (1) and press bench (11), probe (7), calculating is arranged
Machine, displacement meter (12) and top are equipped with the column pan soil sample (10) of sample protection cap (8)；
The probe fixing frame includes probe fixed plate (2), is respectively equipped on probe fixed plate (2) quadrangle by probe fixed plate
(2) strong magnets (3) being fixed on press machine seaming chuck (1), probe fixed plate (2) center are equipped with tension and compression strain gauge
(4), probe rope head (6) is vertically equipped on tension and compression strain gauge (4), tension and compression strain gauge (4) two sides are in probe fixed plate
(2) fixation hole (13) being equipped with, probe fixed plate (2), tension and compression strain gauge (4) are connected with probe tapered end (6) using glue,
Probe tapered end (6) is equipped with probe (7), probe (7) diameter 0.5-3mm, and pan soil sample (10) is arranged immediately below probe (7)
On press bench (11)；Displacement meter (12) upper end is fixed on press machine seaming chuck (1), and displacement meter (12) lower end is adopted
It is adsorbed on press bench (11) with magnet；
The tension and compression strain gauge (4) and the displacement meter (12) are connected to a computer by conducting wire, for acquiring injection
Resistance and depth of penetration；
It is uniformly provided with multiple inspecting holes (14) on the sample protection cap (8), inspecting hole (14) matches with probe (8) diameter, inspecting hole
Position uses laser writing coding and accurate record inspecting hole centre coordinate in order, and the outer diameter and acquisition column of sample protection cap are hard
Cutting ring (15) the internal diameter cooperation of soil sample (10) is consistent, and inspecting hole (14) diameter is greater than probe 0.2mm；
The probe rope head (6) is adjustable structure, for replacing the probe (7) of different length and diameter；
It is characterized by the following steps:
A. region acquisition original state pan soil sample first is being drafted before test, column sample (10) is being made using cutting ring (15), thereon following table
Face keeping parallelism and upper surface are lower than cutting ring (15) 2mm suitable for reading, and each tested stratum preparation 2-3 part column sample (10), places
Enter in constant-temp. and-moisture maintenance and tests the lateral confinement boundary condition that column sample (10) in overall process is in cutting ring (15) always for use
Under protection；
B. test provides loading environment using the control system of servo-pressing machine: control press machine lifts press machine seaming chuck (1),
Displacement meter (12) are installed between pressure head (1) and press bench (11), using strong magnets (3) by probe fixed plate (2)
It is absorbed and fixed on the seaming chuck (1) of press machine, using bolt by fixation hole (13) by probe fixed plate fixation, then
According to the intensity of pan soil sample (10), probe (7) diameter is selected according to the principle of high-intensitive minor diameter, low-intensity major diameter, it will
Probe (7) is fixed on vertically downward on probe rope head (6), install tension and compression strain gauge (4) and displacement meter (12) and with calculating
Machine is connected；
C. the sample protection cap (8) of inspecting hole (14) and probe (7) diameter matches, the pressure immediately below probe rope head (6) are selected
Pan soil sample (10) are smoothly placed on machine worktable (11), and sample protection cap (8) are installed on pan soil sample (10), make sample
Protective cap (8) and pan soil sample (10) connect reality and are embedded in cutting ring (15)；
D. slow falling pressure machine seaming chuck (1) is until probe (7) contact sample protection cap (8), holds cutting ring (15) and slowly move
Dynamic sample (10), select an inspecting hole (14) as instrument connection, after being directed at inspecting hole (14) with probe (7) on protective cap (8)
Pre- injection test is carried out,
The stress and deformation of computer acquisition probe (7) penetration process are connect with tension and compression strain gauge (4) using displacement meter (12)
Parameter, carry out pan soil sample (10) intensity and structured testing using the two of strain controlling formula and Stress Control formula loading method it
One driving probe (7), when using Stress Control formula loading method, probe (7) detects injection with fixed stress injection sample (10)
Rate；When being driven using strain controlling formula loading method, probe (7) is passed through with fixing strain rate at the uniform velocity injection sample (10) detection
Entering resistance, injection strain rate is optional according to probe intensity multistage, and in the range of 0.01-5mm/min, soil property is hard to get the small value,
Soil property weakness takes large values；
When e. using computer analysis test data, under strain controlling formula loading environment, when the depth of penetration drawn out ---
Penetration-resistance curve occurs judging when the approximate strath shape curve to drop suddenly there is weak band inside sample；In stress control
Under standard loading environment, when the depth of penetration drawn out --- there is the approximate table mountain crest jumped up suddenly in penetrating speed curve
Judge there is weak band inside current pan soil sample (10) when curve；
F. after obtaining the bound position of weak band (9) distribution of pan soil sample (10) multiple inspecting holes (14), computer is utilized
By the bound of inspecting hole (14) coordinate and weak band (9), the space structure of sample weakness band (9) is rebuild, according to probe (7) section
Long-pending and penetration load obtains the penetration resistance distribution characteristics of pan soil sample (10) different location, using study of statistical methods sample
Intensity.
2. the probe test method of pan soil intensity according to claim 1 and structured testing, it is characterised in that: it is described with
When strain controlling formula loading method is tested:
A1. pre- injection test is mainly used for the cooperation feelings for adjusting probe (7) diameter and detecting sample protection cap (8) and probe (7)
Condition observes probe (7) injection while starting servo-pressing machine loads and observe penetration-resistance curve, injection strain curve
The case where sample (10): when probe (7) is stuck on sample protection cap (8), stop test immediately, adjust sample (10) surface water
The inspecting hole (14) and probe (7) of gentle sample protection cap (8) are coaxial；Work as penetration resistance --- depth of penetration curve is without obvious fluctuation
When, stop test, replaces slightly larger probe diameter；When probe (7) has macroscopic obvious bending or penetration resistance increased dramatically
When, stopping test immediately prevents from breaking, and replaces slightly smaller probe diameter；
For b1 after determining probe (7) diameter, the strain rate of setting strain controlling formula load keeps cutting ring (15) and sample to protect
Helmet (8) relative position immobilizes, unitary rotation cutting ring (15) and pan soil sample (10), slow falling pressure machine seaming chuck
(1) until probe (7) contact sample protection cap (8), the pico- pan soil sample that adjusts make upper one of probe (7) alignment protective cap (8)
The inspecting hole (14) that do not tested, after probe (7) contacts sample, press machine seaming chuck (1) stops decline, after enabling vertical load reset
Complete a pan soil sample probe test；
C1. by being tested since protective cap (8) any position inspecting hole (14) in such a way that a hole is surveyed in a hole, gradually in all spies
Hole (14) position carries out injection test, using computer record press machine load, displacement meter (12) reading and draws while test
Compression sensor (4) is read, and generates stress and strain curve according to the reading of record in computer, while visually observing probe
(7) injection pan soil sample (10) situation, when occur tension and compression strain gauge (4) reading be more than range 90%, visually observe probe
(7) bending, the inspecting hole (14) for blocking sample protection cap (8), probe (7) depth of penetration reach one of 60mm, above-mentioned four kinds of situations
Shi Ze stops testing immediately and lifts press machine seaming chuck (1)；
D1. the plan-position for adjusting pan soil sample (10), repeats step a1-c1, according to sample protection cap (8) inspecting hole (14) position
It sets, hole-specifically carry out injection test and obtains test data.
3. the probe test method of pan soil intensity according to claim 1 and structured testing, it is characterised in that: it is described with
When Stress Control formula loading method is tested:
A2. pre- injection test is mainly used for the cooperation feelings for adjusting probe (7) diameter and detecting sample protection cap (8) and probe (7)
Condition observes probe (7) injection while starting servo-pressing machine load and observation penetration-resistance curve, injection strain curve
The case where sample (10): when probe (7) is stuck on sample protection cap (8), stop test immediately, adjust sample (10) surface water
The inspecting hole (14) and probe (7) of gentle sample protection cap (8) are coaxial；Work as penetration resistance --- depth of penetration curve is without obvious fluctuation
When, stop test, replaces slightly larger probe diameter；When probe (7) has macroscopic obvious bending or penetration resistance increased dramatically
When, stopping test immediately prevents from breaking, and replaces slightly smaller probe diameter；
B2. probe (7) diameter for obtaining pan soil injection and the range after maximum penetration resistance according to [0,2 times of penetration resistance],
It is divided into 5-8 grades of loads, the injection stress as the load of Stress Control formula；
C2. after determining probe (7) diameter, the first order load of setting Stress Control formula load keeps cutting ring (15) and sample
Protective cap (8) relative position immobilizes, unitary rotation cutting ring (15) and pan soil sample (10), slow falling pressure machine seaming chuck
(1) until probe (7) contact sample protection cap (8), the pico- pan soil sample that adjusts make upper one of probe (7) alignment protective cap (8)
To test, inspecting hole (14), probe (7) contact sample after press machine seaming chuck (1) stop decline, enable vertical load reset after
Complete a pan soil sample probe test；
D2. the load determined according to step b2 is replaced inspecting hole (14) according to a hole mode is surveyed every a hole, applies second level load,
Repeat the identical test of step c2, test while utilizes computer record press machine load, displacement meter (12) reading and tension and compression
Strain gauge (4) reading occurs obviously until completing all rank load tests with injection rate in penetration process at any time
The load rank of fluctuation is determined as more excellent load；
E2. according to the load of more excellent load setting Stress Control formula load, from protective cap (8) in the way of every a hole one hole of survey
Any position did not tested inspecting hole (14) and starts to test, gradually all inspecting holes (14) position carry out injection test, test it is same
Shi Liyong computer records press machine load, displacement meter (12) reading and tension and compression strain gauge (4) reading, basis in computer
The reading of record generates stress and strain curve, while visually observing probe (7) injection pan soil sample (10) situation, when drawing
Compression sensor (4) reading is more than range 90%, visually observes the inspecting hole that probe (7) were bent, blocked sample protection cap (8)
(14), probe (7) depth of penetration reaches 60mm, and a period of time of above-mentioned four kinds of situations then stops testing and lifting pressing on press machine immediately
Head (1).
4. the probe test method of pan soil intensity according to claim 1 and structured testing, it is characterised in that: the acquisition
Cutting ring (15) diameter of pan soil sample (10) is 39.1-100mm, height 70mm, and the pan soil sample (10) of acquisition is height 68mm
Column pan soil sample (10), column pan soil sample (10) upper end is reserved with dress sample protection cap (8) at the top of the cutting ring (15)
2mm spatial altitude.
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| CN108120638A (en) * | 2018-01-12 | 2018-06-05 | 天地科技股份有限公司 | A kind of broken coal body in situ strength test device |
| CN110132773A (en) * | 2019-05-20 | 2019-08-16 | 东南大学 | A kind of miniature penetrometer of snow for detecting snow deposit characteristic and its operating method |
| CN110132701B (en) * | 2019-06-03 | 2024-06-25 | 中国科学院武汉岩土力学研究所 | Side-inserted probe type triaxial soil sample preparation device and method |
| CN110987829B (en) * | 2019-12-23 | 2022-01-18 | 南京大学 | Optical fiber sensing-based method for measuring water content of clay boundary with fixed probe |
| CN111537366B (en) * | 2020-05-21 | 2023-05-23 | 江苏铁锚玻璃股份有限公司 | Plastic plate puncture detection method and pressure head |
| CN113418783B (en) * | 2021-06-29 | 2023-05-23 | 中铁二院昆明勘察设计研究院有限责任公司 | Surrounding rock strength testing device, system and method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5142911A (en) * | 1990-04-06 | 1992-09-01 | Georg Fischer Ag | Device for measuring the strength of pieces of compressed molding material |
| JPH102814A (en) * | 1996-06-17 | 1998-01-06 | Railway Technical Res Inst | Device for measuring through resistance force of sheet material, and method for measuring through resistance force of sheet material |
| CN1595103A (en) * | 2004-06-30 | 2005-03-16 | 南京大学 | Ultramicroscopic penetrometer |
| CN2929700Y (en) * | 2006-07-20 | 2007-08-01 | 长安大学 | Multifunction penetration strength instrument for rod material |
| CN102507301A (en) * | 2011-09-30 | 2012-06-20 | 昆明理工大学 | Horizontal penetration type detecting and testing method of soil compaction degree |
| CN103616301A (en) * | 2013-12-16 | 2014-03-05 | 浙江水利水电学院 | Soil body shearing testing device and soil body shearing method |
| CN104713788A (en) * | 2015-03-30 | 2015-06-17 | 西安长庆科技工程有限责任公司 | Strain-control type tension-shearing direct shear apparatus |
| CN105352795A (en) * | 2015-10-21 | 2016-02-24 | 华南理工大学 | Method for determining influence depth of bituminous pavement sealing material based on uni-axial penetration test |
-
2016
- 2016-10-21 CN CN201610921703.7A patent/CN107271272B/en not_active Expired - Fee Related
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5142911A (en) * | 1990-04-06 | 1992-09-01 | Georg Fischer Ag | Device for measuring the strength of pieces of compressed molding material |
| JPH102814A (en) * | 1996-06-17 | 1998-01-06 | Railway Technical Res Inst | Device for measuring through resistance force of sheet material, and method for measuring through resistance force of sheet material |
| CN1595103A (en) * | 2004-06-30 | 2005-03-16 | 南京大学 | Ultramicroscopic penetrometer |
| CN2929700Y (en) * | 2006-07-20 | 2007-08-01 | 长安大学 | Multifunction penetration strength instrument for rod material |
| CN102507301A (en) * | 2011-09-30 | 2012-06-20 | 昆明理工大学 | Horizontal penetration type detecting and testing method of soil compaction degree |
| CN103616301A (en) * | 2013-12-16 | 2014-03-05 | 浙江水利水电学院 | Soil body shearing testing device and soil body shearing method |
| CN104713788A (en) * | 2015-03-30 | 2015-06-17 | 西安长庆科技工程有限责任公司 | Strain-control type tension-shearing direct shear apparatus |
| CN105352795A (en) * | 2015-10-21 | 2016-02-24 | 华南理工大学 | Method for determining influence depth of bituminous pavement sealing material based on uni-axial penetration test |
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