CN102095650A - Method for testing strength of soil-rock mixture - Google Patents
Method for testing strength of soil-rock mixture Download PDFInfo
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- CN102095650A CN102095650A CN 201110023404 CN201110023404A CN102095650A CN 102095650 A CN102095650 A CN 102095650A CN 201110023404 CN201110023404 CN 201110023404 CN 201110023404 A CN201110023404 A CN 201110023404A CN 102095650 A CN102095650 A CN 102095650A
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Abstract
The invention relates to a method for testing the strength of a soil-rock mixture. The method is characterized in that a test instrument is utilized to test the structural strength of a large-scale soil-rock mixture and the friction strength between the soil-rock mixture and a geotextile. The instrument is simple to manufacture, the measurement accuracy is high, the method is flexible to operate, the unidimensional vertical stress consolidation loading requirement is met, and stress-controlled loading can be carried out, thus the method is applicable to an indoor strength test of various deposits and soil-rock mixtures.
Description
Technical field
The present invention is a kind of geotechnological method of testing, belongs to civil engineering work instrument test field.
Background technology
Soil-rock mixture is a kind of by gravel or piece stone and the geologic body of forming as the clay and the sand of casting resin as aggregate.Soil-rock mixture is widely used in construction works such as earth and rockfill dam, highway, railway, airport, house foundation as a kind of filler, range of application is quite extensive.Because soil-rock mixture is become with local soil type by piece stone, and both present " extremely strong " (piece stone) and " extremely weak " (soil body) two extreme othernesses on mechanical property.This otherness makes soil-rock mixture present extreme unevenness and extreme nonlinear characteristic on physico-mechanical properties, and its macroscopical physico-mechanical properties can not be formed by piece stone or native simple superposition.Test for soil-rock mixture intensity can not be finished by traditional soil mechanics shear or rock test rig, need development to be fit to the new instrument of soil-rock mixture own characteristic, measure its mechanical strength, especially will consider the influence of size effect soil-rock mixture intensity.The present invention is exactly a kind of novel test method that is used to measure soil-rock mixture intensity.
Summary of the invention
The object of the invention provides a kind of novel test method that is used to measure soil-rock mixture intensity, is used to solve the strength test test of soil-rock mixture under one-dimensional confining consolidation stress state, for engineering practice provides technical parameter.
Technical solution of the present invention is characterized in that utilizing a kind of test unit to measure the intensity of soil-rock mixture, and this instrument comprises rolling diaphragm 1, piston 2, piston rod 3, bearing 4, increased pressure board 5, first movable lifting jack 6, the first set bolts 7, the first hydraulic electric motors 8, second hydraulic electric motor 9, perpendicular displacement sensor 10, sample framework 11, mechanical framework 12, the second movable lifting jack 13, top soil-rock mixture 14, the second set bolts 15, horizontal displacement sensors 16, slip sample box 17, lower part soil-rock mixture 18, ball axle row's 19, the first pressure transducers 20 and second pressure transducer 21.Second hydraulic electric motor 9 comprises rolling diaphragm 1, piston 2, piston rod 3, bearing 4, second hydraulic electric motor 9 is connected with second pressure transducer 21, pressure at right angle is provided, the position is on increased pressure board 5, second hydraulic electric motor, 9 sides are equipped with perpendicular displacement sensor 10, top soil-rock mixture 14 is housed in the sample framework 11, the first movable lifting jack 6 is installed in sample framework 11 both sides and second movable lifting jack 13, the first hydraulic electric motors 8 are connected with first pressure transducer 20, and horizontal pressure force is provided, be installed in slip sample box 17 left sides, lower part soil-rock mixture 18 is housed in the slip sample box 17, and slip sample box 17 right sides are equipped with horizontal displacement sensors 16, and ball axle row 19 is installed below the slip sample box 17.Sample framework 11 is of a size of 550mm * 550mm * 250mm, material is the high aluminum alloy materials of light weight intensity, and carry out the anodization preservative treatment, the lower surface of sample framework 11 scribbles the Teflon material, four angles of the inwall of sample framework 11 are designed for fillet, radius of corner is 50mm～100mm, slip sample box 17 is of a size of 750mm * 550mm * 250mm, material is the high aluminum alloy materials of light weight intensity, and carry out the anodization preservative treatment, the upper surface of slip sample box 17 and bottom surface scribble the Teflon material, four angles of the inwall of slip sample box 17 are designed for fillet, radius of corner is 50mm～100mm, mechanical framework 12 adopts high-strength stainless steel material, the first movable lifting jack 6 and the second movable lifting jack 13 can slide up and down along mechanical framework 12, and with 11 liang of end in contact of sample framework, the height of control sample framework 11, increased pressure board 5 is a high-strength stainless steel material, around the increased pressure board 5 and the gap length of 11 of sample frameworks be 2mm～4mm, the gap length that sample framework 11 and slip sample box are 17 is 2～5mm, ball axle row 19 is a high-strength stainless steel material, the surface scribbles the Teflon material, first hydraulic electric motor 8 can carry out the fast forwarding and fast rewinding operation, can carry out at the uniform velocity strain loads, shear rate is 0.02～5.00mm/min, maximum output can reach 300kN, precision can reach 0.1%FS, the shear displacemant range of first hydraulic electric motor 8 is 0～200mm, the range of horizontal displacement sensors 16 can reach 25mm, precision is 0.01mm, first pressure transducer, 20 ranges can reach 2000kPa, and precision can reach 0.1%FS; Second hydraulic electric motor 9 can carry out the fast forwarding and fast rewinding operation, can carry out at the uniform velocity strain loads, the loading strain rate is 0.02～5.00mm/min, maximum output can reach 600kN, and precision can reach 0.1%FS, and the fixed range of the loading of second hydraulic electric motor 9 is 0～200mm, the range of perpendicular displacement sensor 10 can reach 25mm, precision is 0.01mm, and second pressure transducer, 21 ranges can reach 2000kPa, and precision can reach 0.1%FS.
Advantage of the present invention:
The instrument manufacturing is simple, and the measuring accuracy height satisfies the fixed loading requirement of one dimension perpendicular stress, can carry out the strain control type and load, and can measure the structural strength of large scale soil-rock mixture and the frictional strength between soil-rock mixture and geotextile.
The scope of application of the present invention:
Be applicable to the various accumulation bodies, the test of soil-rock mixture indoor intensity that run in the civil engineering work.
Description of drawings:
Fig. 1 is the test unit structural representation that is used to measure soil-rock mixture intensity.Wherein have: rolling diaphragm 1, piston 2, piston rod 3, bearing 4, increased pressure board 5, the first movable lifting jack 6, the first set bolts 7, the first hydraulic electric motors 8, second hydraulic electric motor 9, perpendicular displacement sensor 10, sample framework 11, mechanical framework 12, the second movable lifting jack 13, top soil-rock mixture 14, the second set bolts 15, horizontal displacement sensors 16, slip sample box 17, lower part soil-rock mixture 18, ball axle row 19, the first pressure transducers 20, the second pressure transducers 21.
Fig. 2 is sample framework 11 structural representations, and four jiaos is circular configuration.
Fig. 3 is slip sample box 17 structural representations, and four jiaos is circular configuration.
Embodiment:
Embodiment: soil-rock mixture intensity comprises two kinds of frictional strengths between soil-rock mixture structural strength and soil-rock mixture and geotextile, and it is as follows to measure the soil-rock mixture intensity method,
(1) method of measurement soil-rock mixture structural strength is as follows:
1. by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with slip sample box 17, then increased pressure board 5 is placed the sample top, adopt second hydraulic electric motor 9 to load compacting repeatedly, realize that by advance ball axle row 19 whole sample evenly loads, the soil body and the rubble that all take by weighing are filled in the slip sample box 17, load fixed back and keep sample and slip sample box 17 upper surface flush, soil-rock mixture 18 sample preparations in lower part are finished;
2. sample framework 11 is placed above the slip sample box 17, keep sample framework 11 and slip sample box 17 right-justifications, be divided into 2mm～5mm between the upper and lower, by adjusting the first movable lifting jack 6 and the second movable lifting jack, 13 positions, fixedly the sample framework 11, by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with in the sample framework 11, then increased pressure board 5 is placed the sample top, adopt second hydraulic electric motor 9 to load compacting repeatedly, the soil body and the rubble that all take by weighing are filled in the sample framework 11, load fixed back and keep sample and sample framework 11 upper surface flush, soil-rock mixture 14 sample preparations in top are finished;
3. second hydraulic electric motor 9 acts on the sample by increased pressure board 5, keeps certain pressure at right angle σ
1Perpendicular displacement by perpendicular displacement sensor 10 measurement samples, first hydraulic electric motor 8 is in slip sample box 17 left sides simultaneously, by contingency approach applied thrust at the uniform velocity, make top soil-rock mixture 14 relative slip take place, by the horizontal shift of horizontal displacement sensors 16 measurement lower part soil-rock mixtures 18, when sample framework 11 aligns with slip sample box 17 left sides with lower part soil-rock mixture 18, off-test obtains the maximum shear stress τ by first pressure transducer 20
1
4. according to 1. and method 2. prepare lower part soil-rock mixture 18 and top soil-rock mixture 14 once more, keep certain pressure at right angle σ according to 3. method
2,, obtain the maximum shear stress τ by first pressure transducer 20 by contingency approach applied thrust at the uniform velocity
2
5. according to 1. and method 2. prepare lower part soil-rock mixture 18 and top soil-rock mixture 14 once more, keep certain pressure at right angle σ according to 3. method
3,, obtain the maximum shear stress τ by first pressure transducer 20 by contingency approach applied thrust at the uniform velocity
3
6. according to the mole coulomb theory, by σ
1, τ
1, σ
2, τ
2, σ
3, τ
3Can obtain the structural strength of this soil-rock mixture sample.
(2) method of the frictional strength of measurement soil-rock mixture and geotextile is as follows:
1. by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with slip sample box 17, then increased pressure board 5 is placed the sample top, adopt second hydraulic electric motor 9 to load compacting repeatedly, realize that by advance ball axle row 19 whole sample evenly loads, the soil body and the rubble that all take by weighing are filled in the slip sample box 17, load fixed back and keep sample and slip sample box 17 upper surface flush, soil-rock mixture 18 sample preparations in lower part are finished;
2. geotextile is layered on above the lower part soil-rock mixture 18, sample framework 11 is placed above the geotextile, by first set bolt 7 and second set bolt 15 geotextile is fixed, keep sample framework 11 and slip sample box 17 right-justifications, be divided into 2mm～5mm between the upper and lower, by adjusting the first movable lifting jack 6 and the second movable lifting jack, 13 positions, fixedly the sample framework 11, by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with in the sample framework 11, then increased pressure board 5 is placed the sample top, adopt second hydraulic electric motor 9 to load compacting repeatedly, the soil body and the rubble that all take by weighing are filled in the sample framework 11, load fixed back and keep sample and sample framework 11 upper surface flush, soil-rock mixture 14 sample preparations in top are finished;
3. second hydraulic electric motor 9 acts on the sample by increased pressure board 5, keeps certain pressure at right angle σ '
1Perpendicular displacement by perpendicular displacement sensor 10 measurement samples, first hydraulic electric motor 8 is in slip sample box 17 left sides simultaneously, by contingency approach applied thrust at the uniform velocity, make top soil-rock mixture 14 relative slip take place, by the horizontal shift of horizontal displacement sensors 16 measurement lower part soil-rock mixtures 18, when sample framework 11 aligns with slip sample box 17 left sides with lower part soil-rock mixture 18, off-test obtains maximum friction stress τ ' by first pressure transducer 20
1
4. according to 1. and method 2. prepare lower part soil-rock mixture 18 and top soil-rock mixture 14 once more, keep certain pressure at right angle σ ' according to 3. method
2,, obtain maximum friction stress τ ' by first pressure transducer 20 by contingency approach applied thrust at the uniform velocity
2
5. according to 1. and method 2. prepare lower part soil-rock mixture 18 and top soil-rock mixture 14 once more, keep certain pressure at right angle σ ' according to 3. method
3,, obtain maximum friction stress τ ' by first pressure transducer 20 by contingency approach applied thrust at the uniform velocity
3
6. according to the mole coulomb theory, by σ '
1, τ '
1, σ '
2, τ '
2, σ '
3, τ '
3Can obtain the frictional strength between this soil-rock mixture and geotextile.
Claims (1)
1. test method that is used to measure soil-rock mixture intensity, it is characterized in that utilizing a kind of test unit to measure the intensity of soil-rock mixture, this device comprises rolling diaphragm (1), piston (2), piston rod (3), bearing (4), increased pressure board (5), the first movable lifting jack (6), first set bolt (7), first hydraulic electric motor (8), second hydraulic electric motor (9), perpendicular displacement sensor (10), sample framework (11), mechanical framework (12), the second movable lifting jack (13), top soil-rock mixture (14), second set bolt (15), horizontal displacement sensors (16), slip sample box (17), lower part soil-rock mixture (18), ball axle row (19), first pressure transducer (20) and second pressure transducer (21); Soil-rock mixture intensity comprises two kinds of frictional strengths between soil-rock mixture structural strength and soil-rock mixture and geotextile, and concrete grammar is as follows,
(1) method of measurement soil-rock mixture structural strength is as follows:
1. by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with slip sample box (17), then increased pressure board (5) is placed the sample top, adopt second hydraulic electric motor (9) to load compacting repeatedly, realize that by advance ball axle row (19) whole sample evenly loads, the soil body and the rubble that all take by weighing are filled in the slip sample box (17), load fixed back and keep sample and slip sample box (17) upper surface flush, lower part soil-rock mixture (18) sample preparation is finished;
2. sample framework (11) is placed above the slip sample box (17), keep sample framework (11) and slip sample box (17) right-justification, be divided into 2mm～5mm between the upper and lower, by adjusting the first movable lifting jack (6) and second movable lifting jack (13) position, fixing sample framework (11), by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with in the sample framework (11), then increased pressure board (5) is placed the sample top, adopt second hydraulic electric motor (9) to load compacting repeatedly, the soil body and the rubble that all take by weighing are filled in the sample framework (11), load fixed back and keep sample and sample framework (11) upper surface flush, top soil-rock mixture (14) sample preparation is finished;
3. second hydraulic electric motor (9) acts on the sample by increased pressure board (5), keeps certain pressure at right angle σ
1Measure the perpendicular displacement of sample by perpendicular displacement sensor (10), first hydraulic electric motor (8) is in slip sample box (17) left side simultaneously, by contingency approach applied thrust at the uniform velocity, make top soil-rock mixture (14) relative slip take place with lower part soil-rock mixture (18), measure the horizontal shift of lower part soil-rock mixture (18) by horizontal displacement sensors (16), when sample framework (11) aligns with slip sample box (17) left side, off-test obtains the maximum shear stress τ by first pressure transducer (20)
1
4. according to 1. and method 2. prepare lower part soil-rock mixture (18) and top soil-rock mixture (14) once more, keep certain pressure at right angle σ according to 3. method
2,, obtain the maximum shear stress τ by first pressure transducer (20) by contingency approach applied thrust at the uniform velocity
2
5. according to 1. and method 2. prepare lower part soil-rock mixture (18) and top soil-rock mixture (14) once more, keep certain pressure at right angle σ according to 3. method
3,, obtain the maximum shear stress τ by first pressure transducer (20) by contingency approach applied thrust at the uniform velocity
3
6. according to the mole coulomb theory, by σ
1, τ
2, σ
2, τ
2, σ
3, τ
3Can obtain the structural strength of this soil-rock mixture sample;
(2) method of frictional strength is as follows between measurement soil-rock mixture and geotextile:
1. by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with slip sample box (17), then increased pressure board (5) is placed the sample top, adopt second hydraulic electric motor (9) to load compacting repeatedly, realize that by advance ball axle row (19) whole sample evenly loads, the soil body and the rubble that all take by weighing are filled in the slip sample box (17), load fixed back and keep sample and slip sample box (17) upper surface flush, lower part soil-rock mixture (18) sample preparation is finished;
2. geotextile is layered on above the lower part soil-rock mixture (18), sample framework (11) is placed above the geotextile, by first set bolt (7) and second set bolt (15) geotextile is fixed, keep sample framework (11) and slip sample box (17) right-justification, be divided into 2mm～5mm between the upper and lower, by adjusting the first movable lifting jack (6) and second movable lifting jack (13) position, fixing sample framework (11), by certain water cut, contain stone amount and density requirements, take by weighing the soil body and the rubble of respective quality, requirement according to a layer soil body and one deck rubble is paved with in the sample framework (11), then increased pressure board (5) is placed the sample top, adopt second hydraulic electric motor (9) to load compacting repeatedly, the soil body and the rubble that all take by weighing are filled in the sample framework (11), load fixed back and keep sample and sample framework (11) upper surface flush, top soil-rock mixture (14) sample preparation is finished;
3. second hydraulic electric motor (9) acts on the sample by increased pressure board (5), keeps certain pressure at right angle σ '
1Measure the perpendicular displacement of sample by perpendicular displacement sensor (10), first hydraulic electric motor (8) is in slip sample box (17) left side simultaneously, by contingency approach applied thrust at the uniform velocity, make top soil-rock mixture (14) relative slip take place with lower part soil-rock mixture (18), measure the horizontal shift of lower part soil-rock mixture (18) by horizontal displacement sensors (16), when sample framework (11) aligns with slip sample box (17) left side, off-test obtains maximum friction stress τ ' by first pressure transducer (20)
1
4. according to 1. and method 2. prepare lower part soil-rock mixture (18) and top soil-rock mixture (14) once more, keep certain pressure at right angle σ ' according to 3. method
2,, obtain maximum friction stress τ ' by first pressure transducer (20) by contingency approach applied thrust at the uniform velocity
2
5. according to 1. and method 2. prepare lower part soil-rock mixture (18) and top soil-rock mixture (14) once more, keep certain pressure at right angle σ ' according to 3. method
3,, obtain maximum friction stress τ ' by first pressure transducer (20) by contingency approach applied thrust at the uniform velocity
3
6. according to the mole coulomb theory, by σ '
1, τ '
1, σ '
2, τ '
2, σ '
3, τ '
3Can obtain the frictional strength between this soil-rock mixture and geotextile.
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102749251A (en) * | 2012-07-24 | 2012-10-24 | 东南大学 | Testing apparatus and research method based on discrete particle gravel cushion damage mode |
| CN103091246A (en) * | 2013-01-11 | 2013-05-08 | 北京交通大学 | Device for determining friction coefficient of railway ballast mat and railway ballast |
| CN103487304A (en) * | 2013-10-08 | 2014-01-01 | 长沙理工大学 | Method for manufacturing remodeled sample of soil-rock mixture |
| CN104931358A (en) * | 2015-06-26 | 2015-09-23 | 中国科学院地质与地球物理研究所 | Method of testing direct shear strength of large-scale coarse-grained soil |
| 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 |
| CN105004666A (en) * | 2015-06-26 | 2015-10-28 | 中国科学院地质与地球物理研究所 | Geosynthetic material contact surface friction strength test method |
| CN105115833A (en) * | 2015-06-26 | 2015-12-02 | 中国科学院地质与地球物理研究所 | Strain control type gravel soil large-scale interlaminar shear test apparatus |
| CN106501096A (en) * | 2016-10-21 | 2017-03-15 | 山西省交通科学研究院 | A kind of ground surface material bilayer cuboid test specimen compression staight scissors fatigue experimental device |
| CN107101870A (en) * | 2017-06-21 | 2017-08-29 | 河海大学 | A kind of simulation concrete panel bed course is quiet, kinetic force of friction experimental rig and method |
| CN109030182A (en) * | 2018-09-04 | 2018-12-18 | 大连理工大学 | A kind of saturation clay probe intensity and strain softening parameter measuring apparatus based on full stream feeler inspection |
| CN110146389A (en) * | 2019-04-26 | 2019-08-20 | 山东科技大学 | For analog force-heat-liquid coupling environment true triaxial direct shear test box and method |
| CN111398015B (en) * | 2020-03-30 | 2020-12-29 | 河海大学 | Test method for realizing pure II-type fracture of soil body by rolling friction |
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| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| CN101592575A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | Airbag-loading potable weak and soft interlayer direct shear apparatus |
| CN101603903A (en) * | 2009-07-07 | 2009-12-16 | 河海大学 | Stacked ring type boxshear apparatus and to the method for testing composite liner material |
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2011
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| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| CN101592575A (en) * | 2009-05-27 | 2009-12-02 | 中国科学院地质与地球物理研究所 | Airbag-loading potable weak and soft interlayer direct shear apparatus |
| CN101603903A (en) * | 2009-07-07 | 2009-12-16 | 河海大学 | Stacked ring type boxshear apparatus and to the method for testing composite liner material |
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|---|---|---|---|---|
| CN102749251A (en) * | 2012-07-24 | 2012-10-24 | 东南大学 | Testing apparatus and research method based on discrete particle gravel cushion damage mode |
| CN103091246A (en) * | 2013-01-11 | 2013-05-08 | 北京交通大学 | Device for determining friction coefficient of railway ballast mat and railway ballast |
| CN103487304A (en) * | 2013-10-08 | 2014-01-01 | 长沙理工大学 | Method for manufacturing remodeled sample of soil-rock mixture |
| CN105004666B (en) * | 2015-06-26 | 2017-11-07 | 云南武易高速公路建设指挥部 | A kind of geosynthetics contact surface frictional strength method of testing |
| CN104931358A (en) * | 2015-06-26 | 2015-09-23 | 中国科学院地质与地球物理研究所 | Method of testing direct shear strength of large-scale coarse-grained soil |
| 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 |
| CN105004666A (en) * | 2015-06-26 | 2015-10-28 | 中国科学院地质与地球物理研究所 | Geosynthetic material contact surface friction strength test method |
| CN105115833A (en) * | 2015-06-26 | 2015-12-02 | 中国科学院地质与地球物理研究所 | Strain control type gravel soil large-scale interlaminar shear test apparatus |
| CN104931358B (en) * | 2015-06-26 | 2017-09-15 | 中国科学院地质与地球物理研究所 | A kind of large scale coarse-grained soil direct shear strength method of testing |
| CN105115833B (en) * | 2015-06-26 | 2017-10-27 | 中国科学院地质与地球物理研究所 | A kind of strain controlling formula rubble soil large-scale layer shear test device |
| CN106501096A (en) * | 2016-10-21 | 2017-03-15 | 山西省交通科学研究院 | A kind of ground surface material bilayer cuboid test specimen compression staight scissors fatigue experimental device |
| CN107101870A (en) * | 2017-06-21 | 2017-08-29 | 河海大学 | A kind of simulation concrete panel bed course is quiet, kinetic force of friction experimental rig and method |
| CN107101870B (en) * | 2017-06-21 | 2019-08-06 | 河海大学 | A kind of simulation concrete panel bed course is quiet, kinetic force of friction experimental rig and method |
| CN109030182A (en) * | 2018-09-04 | 2018-12-18 | 大连理工大学 | A kind of saturation clay probe intensity and strain softening parameter measuring apparatus based on full stream feeler inspection |
| CN110146389A (en) * | 2019-04-26 | 2019-08-20 | 山东科技大学 | For analog force-heat-liquid coupling environment true triaxial direct shear test box and method |
| CN110146389B (en) * | 2019-04-26 | 2022-07-29 | 山东科技大学 | True triaxial direct shear test box and method for simulating force-heat-liquid coupling environment |
| CN111398015B (en) * | 2020-03-30 | 2020-12-29 | 河海大学 | Test method for realizing pure II-type fracture of soil body by rolling friction |
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