CN102901676A - Vertical direct shear test device - Google Patents

Vertical direct shear test device Download PDF

Info

Publication number
CN102901676A
CN102901676A CN201210431374XA CN201210431374A CN102901676A CN 102901676 A CN102901676 A CN 102901676A CN 201210431374X A CN201210431374X A CN 201210431374XA CN 201210431374 A CN201210431374 A CN 201210431374A CN 102901676 A CN102901676 A CN 102901676A
Authority
CN
China
Prior art keywords
shear
box
rubber membrane
test
pressure chamber
Prior art date
Application number
CN201210431374XA
Other languages
Chinese (zh)
Other versions
CN102901676B (en
Inventor
石崇
徐卫亚
王盛年
王海礼
张玉龙
Original Assignee
河海大学
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 河海大学 filed Critical 河海大学
Priority to CN201210431374.XA priority Critical patent/CN102901676B/en
Publication of CN102901676A publication Critical patent/CN102901676A/en
Application granted granted Critical
Publication of CN102901676B publication Critical patent/CN102901676B/en

Links

Abstract

The invention discloses a vertical direct shear test device. The vertical direct shear test device comprises a base, a water injection pipe and a water drainage pipe, wherein a pressure chamber is arranged on the base, an upper cover of a shear chamber is arranged on the pressure chamber, a rubber membrane sleeve is arranged in the pressure chamber, the lower end of the rubber membrane sleeve is arranged on the base, the lower end of the rubber membrane sleeve is hermetically connected with the base, an upper shear box and a lower shear box are arranged in the rubber membrane sleeve, the upper and the lower shear boxes are respectively positioned at the upper end and the lower end of the rubber membrane sleeve, a test sample cavity is surrounded by the rubber membrane sleeve and the upper and the lower shear boxes, the upper and the lower shear boxes adopt shear components, each shear component comprises a substrate, the substrates are respectively provided with a shear block and a deformation block, the opposite planes of the shear block and the deformation block are coplanar with the shear plane of a test sample, water grooves are arranged on the opposite planes of the shear block and the deformation block, the water grooves extend to the substrates and penetrates the substrates, water through holes are formed, the water injection pipe is connected with the water through hole in the upper shear box, the water drainage pipe is connected with the water through hole in the lower shear box, a top cap is arranged on the upper shear box, and the top cap is provided with a vertical loading shaft.

Description

A kind of vertical directly shearing test device

Technical field

The present invention relates to test and the part of detecting in rock-soil mechanics, Geotechnical Engineering field, be specifically related to a kind of vertical directly shearing test device, be applicable to have the test of ground basic mechanical parameter of homogeneous soil sample, soil-rock mixture sample of consolidation strength and the test of the rock-soil mechanics parameter under the sliding surface infiltration effect, especially can realize the test of sample shear tangent plane intensity index under the infiltration condition; In addition, also can be used for rock, the test of concrete fissure-plane seepage flow.

Background technology

In the Geotechnical Engineering field, the shear failure of Rock And Soil is a kind of common failure mode, and after shear surface formed, the intensity index of shear surface and mechanical characteristic then were the important indicators of computational stability.Direct shear test is technical way and the method for obtaining ground basic mechanical parameter.In the practice, when rock soil medium has certain consolidation strength, the perviousness of rock mass own is less, when having shear surface to form in the Rock And Soil, the existence of water is then fairly obvious to the effect of shear surface weakening strength, therefore, the Rock And Soil shearing strength under the infiltration of the water impact is most important to stability of rock-soil body on the shear surface.

But common ground direct shear test is level to applying shearing force, and vertically to applying normal stress, and because Gravitative Loads is difficult to consider shear surface infiltration effect.

If adopt the immersion saturated test specimen to shear, then the mechanical property of rock mass all changes again, can not only reflect the impact of sliding surface infiltration effect.

Especially, by the cementing earth and stone mixed media that forms of granule medium, the complicacy of particle otherness, shear surface is larger to the shear surface influence of shear strength, in the existing testing regulations such medium shear strength test be there is no regulation, therefore, development considers that the infiltrative direct shear test method of sliding surface has preferably engineering practice to be worth.

Summary of the invention

The invention provides a kind of vertical directly shearing test device, the present invention can realize considering to exist on the sample shear tangent plane test of the shearing strength of infiltration water.

The present invention adopts following technical scheme:

A kind of vertical directly shearing test device, comprise: base, water injection pipe and drainpipe, be provided with the pressure chamber at base, be provided with the fluid shear chamber loam cake in the pressure chamber, in the pressure chamber, be provided with the rubber Membrane cover, the lower end of rubber Membrane cover is located on the base and the lower end of rubber Membrane cover is connected with base seal, in the rubber Membrane cover, be provided with shear box and down cut box, upper shear box and down cut box lay respectively at the upper of rubber Membrane cover, the lower end, and by the rubber Membrane cover, upper shear box and down cut box surround sample chamber, upper shear box and down cut box adopt shearing component, described shearing component comprises substrate, be respectively equipped with cutout and deformation block in substrate, and, the plane relative with deformation block of cutout and the shear surface of sample are coplanar, the plane relative with deformation block at cutout is provided with tank, the basad extension of described tank also connects substrate, form the limbers, described water injection pipe is connected with limbers in the upper shear box, described drainpipe is connected with limbers in the down cut box, establish crown cap at upper shear box, be provided with vertical loading axle and vertically load axle at the top cap and extend through loam cake, between pressure chamber and rubber Membrane cover, be filled with pressure oil.

The present invention can further adopt following technical measures:

The vertical directly described deformation block of shearing test device is by foam block and stop the firm liner that test sample embeds in the foam block in the sample chamber to combine, and what described firm liner was located at deformation block faces chamber face side.

Vertical directly shearing test device is connected be used to the waterflood system that wandering water is provided and measures the unwatering system of seepage flow and the servo-drive system that is used for keeping pressure chamber's pressure in the pressure chamber.

Compare with existing direct shear test, this device has the following advantages:

Core of the present invention is to increase a cover special device at the mechanical property testing equipment, makes former triaxial test axial force be converted into shearing force, and confined pressure is converted into the shear test normal pressure, thereby has realized the vertical direct shear test function of sample; Simultaneously, realize applying of wandering water on the shear surface by the limbers is set in this device, can test wandering water to the impact of medium shearing strength, also can be used for rock, the test of concrete fissure-plane seepage flow.

(1) otherness of cutout and deformation block rigidity makes former triaxial test axial force be converted into shearing force in this shear, servo confined pressure is converted into the shear test normal pressure, realized the vertical direct shear test function of sample, and sheared loading, normal pressure, wandering water and apply conveniently;

(2) defaultly in this device be in the test that limbers in the shear surface and tank have realized considering to exist on the sample shear tangent plane shearing strength of infiltration water, overcome level moisture defective because of the Gravitative Loads poor water retention property of sample in the shear test;

(3) this device can be used for measuring the homogeneous soil with consolidation strength, the ground basic mechanical parameter of soil-rock mixture, also can be used for the seepage flow test of rock, concrete fissure-plane;

(4) this apparatus structure is compact, and is easy to make.

Description of drawings

Fig. 1 is vertical shearing apparatus structure schematic diagram;

Fig. 2 is that upper shear box forms schematic diagram;

Fig. 3 is that the down cut box forms schematic diagram;

Fig. 4 is upper shear box front view;

Fig. 5 is upper shear box left view;

Fig. 6 is upper shear box right view;

Fig. 7 is shear box vertical view on false three axles;

Shear box vertical view on true three axles of Fig. 8;

Fig. 9 is down cut box front view;

Figure 10 is down cut box left view;

Figure 11 is down cut box right view;

Figure 12 is false three axle down cut box vertical views;

Figure 13 is true three axle down cut box vertical views.

Among the figure:

10-triaxial test pressure chamber,

11-vertically load axle, 12-loam cake, 13-top cap, 14-rigidity snap ring, 15-rubber membrane, 16-sample chamber, 17-water injection pipe, 18-drainpipe, 19-base, 20A-upper shear box and 20B-down cut box;

20-cutting system,

20A-upper shear box,

20I-substrate, 20II-shearing is fast, 20III-deformation block, 201-limbers, 202-tank, 203-foam block, 204-just liners,

20B-down cut box, the same shear box;

30-waterflood system;

40-unwatering system;

50-servo-drive system.

Embodiment

A kind of vertical directly shearing test device, comprise: base 19, water injection pipe 17 and drainpipe 18, be provided with pressure chamber 10 at base 19,10 are provided with fluid shear chamber loam cake 12 in the pressure chamber, in pressure chamber 10, be provided with rubber Membrane cover 15, the lower end of rubber Membrane cover 15 is located on the base 19 and the lower end of rubber Membrane cover 15 and base 19 are tightly connected, in rubber Membrane cover 15, be provided with shear box 20A and down cut box 20B, upper shear box 20A and down cut box 20B lay respectively at the upper of rubber Membrane cover 15, the lower end, and by rubber Membrane cover 15, upper shear box 20A and down cut box 20B surround sample chamber 16, upper shear box 20A and down cut box 20B adopt shearing component, described shearing component comprises substrate 20I, be respectively equipped with cutout 20II and deformation block 20III at substrate 20I, and, the plane relative with deformation block 20III of cutout 20II and the shear surface of sample are coplanar, the plane relative with deformation block 20III at cutout 20II is provided with tank 202, described tank 202 basad 20I extend and perforation substrate 20I, form limbers 201, described water injection pipe 17 is connected with limbers 201 among the upper shear box 20A, described drainpipe 18 is connected with limbers 201 among the down cut box 20B, establish crown cap 13 at upper shear box 20A, be provided with vertical loading axle 11 and vertically load axle 11 at top cap 13 and extend through loam cake 12, between pressure chamber 10 and rubber Membrane cover 15, be filled with pressure oil.In the present embodiment,

Described deformation block 20III is combined by foam block 203 and the firm liner 204 that stops sample chamber 16 interior test sample to embed in the foam blocks 203, and what described firm liner 204 was located at deformation block 20III faces chamber face side; 10 are connected be used to the unwatering system 40 of the waterflood system 30 that wandering water is provided, measurement seepage flow and the servo-drive system 50 that is used for keeping pressure chamber's 10 pressure in the pressure chamber.

With reference to the accompanying drawings, the present invention is made more detailed explanation:

1. overall

As shown in Figure 1, be somebody's turn to do vertical directly shearing test device, comprise: base 19, water injection pipe 17 and drainpipe 18, be provided with pressure chamber 10 at base 19,10 are provided with fluid shear chamber loam cake 12 in the pressure chamber, it is characterized in that, in pressure chamber 10, be provided with rubber Membrane cover 15, the lower end of rubber Membrane cover 15 is located on the base 19 and the lower end of rubber Membrane cover 15 and base 19 are tightly connected, in rubber Membrane cover 15, be provided with shear box 20A and down cut box 20B, upper shear box 20A and down cut box 20B lay respectively at the upper of rubber Membrane cover 15, the lower end, and by rubber Membrane cover 15, upper shear box 20A and down cut box 20B surround sample chamber 16, upper shear box 20A and down cut box 20B adopt shearing component, described shearing component comprises substrate 20I, be respectively equipped with cutout 20II and deformation block 20III at substrate 20I, and, the plane relative with deformation block 20III of cutout 20II and the shear surface of sample are coplanar, the plane relative with deformation block 20III at cutout 20II is provided with tank 202, described tank 202 basad 20I extend and perforation substrate 20I, form limbers 201, described water injection pipe 17 is connected with limbers 201 among the upper shear box 20A, described drainpipe 18 is connected with limbers 201 among the down cut box 20B, establish crown cap 13 at upper shear box 20A, be provided with vertical loading axle 11 and vertically load axle 11 at top cap 13 and extend through loam cake 12, between pressure chamber 10 and rubber Membrane cover 15, be filled with pressure oil.

Should the vertical directly described deformation block 20III of shearing test device be combined by foam block 203 and the firm liner 204 that stops sample chamber 16 interior test sample to embed in the foam blocks 203, what described firm liner 204 was located at deformation block 20III faces chamber face side.

Should vertical directly shearing test device 10 be connected be used to the waterflood system 30 that wandering water is provided in the pressure chamber, measure the unwatering system 40 of seepage flow and the servo-drive system 50 that is used for keeping pressure chamber's 10 pressure.

2, functional block

1) triaxial test pressure chamber 10

As shown in Figure 1, triaxial test pressure chamber 10 is the mechanical property testing equipment, comprises vertical loading axle 11, loam cake 12, top cap 13, rigidity snap ring 14, rubber Membrane cover 15, sample chamber 16, water injection pipe 17, drainpipe 18, base 19, upper shear box 20A and down cut box 20B;

Its annexation is:

Fluid shear chamber loam cake 12 is bolted two ends about fluid shear chamber with base 19, the vertical axle 11 that loads is connected with top cap 13 by fluid shear chamber loam cake 12, upper shear box 20A, sample chamber 16 and down cut box 20B are connected together successively, high thermoplasticity rubber Membrane cover 15 is wrapped in shear box 20A, outside sample chamber 16 and the down cut box 20B, and with rigidity snap ring 14 rubber Membrane cover 15 and top cap 13, base 17 are tightly connected;

2) cutting system 20

As shown in Figure 2, cutting system 20 is a kind of package assemblies, is to realize vertical core to direct shear, comprises shear box 20A and down cut box 20B two parts;

Its annexation is:

As shown in Figure 3, upper shear box 20A is arranged at sample chamber 16 tops, comprise substrate 20I, cutout 20II and deformation block 20III, the greatest differences of cutout 20II and deformation block 20III rigidity is the root that former triaxial test axial force is converted into shearing force, deformation block 20III is comprised of foam block 203 and firm liner 204, and just liner 204 can stop test cavity 16 interior test sample to embed foam blocks 203;

As shown in Figure 4, down cut box 20B is arranged at sample 16 bottoms, comprises equally substrate 20I, cutout 20II and deformation block 20III, and deformation block 20III is comprised of foam block 203 and firm liner 204;

Fig. 5 is foam spacer 203 three-view diagrams;

Fig. 6 is rigid liner 204 three-view diagrams;

3) osmotic system 30, unwatering system 40 and servo-drive system 50

Osmotic system 30, unwatering system 40 and servo-drive system 50 all adopt ordinary triaxial test equipment.

Its annexation is:

Osmotic system 30, unwatering system 40 are connected with servo-drive system respectively and are connected with triaxial test pressure chamber 10 by base 19 reserving hole channels.

3, implementation step

(1) requires to make sample according to test specification;

(2) with upper and lower shear box device and sample upper and lower side, the higher rubber membrane of one deck thermoplasticity is wrapped up in the outside, and is fixed together with rigidity snap ring and top cap, base;

(3) carry out direct shear or seepage flow test by mechanical property testing equipment loading system, servo-drive system, osmotic system and unwatering system;

(4) the conventional magnetic shear test does not need to consider the existence of water, determines to shear normal pressure by confined pressure is set, and shears according to the axial strain Loading Control; If consider to seep water impact on shear surface intensity, can after appearring in sample, shear surface apply seepage flow hydraulic pressure by osmotic system shearing, and record shear stress strain variation curve is determined corresponding intensive parameter; If carry out the test of fissure-plane seepage flow, can after saturated sample shear failure, stop axial loading, then by osmotic system and unwatering system test, record seepage flow and Seepage flow time.

Experimental design embodiment

Certain native stone mixing polybasic medium is made of soil and the piece stone granulate of particle diameter in 5mm-20mm of particle diameter less (less than 5mm), and wherein 5mm-20mm endoparticle percentage composition about 30%; Natural medium is in certain cementing status, and Strength Changes is very large on the dielectric stability impact when moisture on slipping plane; And because the sampling difficulty is difficult to obtain the non-sample that perturbs in the laboratory.

Experiment purpose:

(1) research consolidation strength and particle consist of the sample direct shear intensity under the control;

(2) divide the impact of bleed on shear strength of slide face.

Plan design:

Can select the triaxial apparatus of diameter 16cm, after shear of the present invention is matched, carry out following design:

(1) adopts the particle of natural extraction to consist of sample, respectively with natural soil sample (particle diameter is less than 5mm), clay, three kinds of stuff of gypsum, analyze different cementing intensity to the impact of shear strength;

(2) fixedly cementing matter and piece stone content apply the water ballast(ing) of different pressures to shear surface by osmotic system, analyze shear strength and infiltration the relationship between quantities.

(3) under same amount matrix cementing matter, add the piece stone of different content, the impact of research piece stone content on shear shearing stress.

The calculating of shear stress:

To cylindrical sample:

τ = 2 P π R 2

To cuboid sample:

τ = 2 P L 2

In the formula: P is axle pressure, and R is the radius of cylindrical sample; H is specimen height; L is the length of side of square sample; τ is the shear stress of sample.

During the calculating of normal stress, cylindrical sample applies confined pressure or positive dirction sample and applies normal pressure and all adopt following formula to calculate

σ n=σ 3

In the formula, σ 3Be confined pressure (cylindrical sample) or normal stress (cuboid sample).

The processing of trial curve:

(1) draws τ ~ s curve.

(2) according to the peak value of τ under the different confined pressures ~ s curve, calculate shear strength according to Mohr-Coulomb criteria.

Claims (3)

1. vertical directly shearing test device, comprise: base (19), water injection pipe (17) and drainpipe (18), be provided with pressure chamber (10) at base (19), (10) are provided with fluid shear chamber loam cake (12) in the pressure chamber, it is characterized in that, in pressure chamber (10), be provided with rubber Membrane cover (15), the lower end of rubber Membrane cover (15) is located at base (19) lower end and base (19) upper and rubber Membrane cover (15) and is tightly connected, in rubber Membrane cover (15), be provided with upper shear box (20A) and down cut box (20B), upper shear box (20A) and down cut box (20B) lay respectively at the upper of rubber Membrane cover (15), the lower end, and by rubber Membrane cover (15), upper shear box (20A) and down cut box (20B) surround sample chamber (16), upper shear box (20A) and down cut box (20B) adopt shearing component, described shearing component comprises substrate (20I), be respectively equipped with cutout (20II) and deformation block (20III) in substrate (20I), and, the plane relative with deformation block (20III) of cutout (20II) and the shear surface of sample are coplanar, the plane relative with deformation block (20III) at cutout (20II) is provided with tank (202), described tank (202) basad (20I) extends and perforation substrate (20I), form limbers (201), described water injection pipe (17) is connected with limbers (201) in the upper shear box (20A), described drainpipe (18) is connected with limbers (201) in the down cut box (20B), establish crown cap (13) at upper shear box (20A), be provided with vertical loading axle (11) and vertically load axle (11) at top cap (13) and extend through loam cake (12), between pressure chamber (10) and rubber Membrane cover (15), be filled with pressure oil.
2. vertical directly shearing test device according to claim 1, it is characterized in that, described deformation block (20III) is by foam block (203) and stop the firm liner (204) in interior the test sample embedding foam block of sample chamber (16) (203) to combine, and what described firm liner (204) was located at deformation block (20III) faces chamber face side.
3. vertical directly shearing test device according to claim 1, it is characterized in that, (10) are connected be used to the waterflood system that wandering water is provided (30), measure the unwatering system (40) of seepage flow and the servo-drive system (50) that is used for keeping pressure chamber (10) pressure in the pressure chamber.
CN201210431374.XA 2012-10-31 2012-10-31 A kind of vertical direct shear test device CN102901676B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201210431374.XA CN102901676B (en) 2012-10-31 2012-10-31 A kind of vertical direct shear test device

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201210431374.XA CN102901676B (en) 2012-10-31 2012-10-31 A kind of vertical direct shear test device

Publications (2)

Publication Number Publication Date
CN102901676A true CN102901676A (en) 2013-01-30
CN102901676B CN102901676B (en) 2015-07-29

Family

ID=47574033

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201210431374.XA CN102901676B (en) 2012-10-31 2012-10-31 A kind of vertical direct shear test device

Country Status (1)

Country Link
CN (1) CN102901676B (en)

Cited By (18)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103728191A (en) * 2013-12-18 2014-04-16 河海大学 Test device for simulating continuous punching shear loading
CN104142277A (en) * 2014-08-08 2014-11-12 重庆大学 Soil body torsion shear seepage testing device and testing method
CN104155428A (en) * 2014-08-13 2014-11-19 中国科学院武汉岩土力学研究所 Polluted soil shear penetration test device
CN104316416A (en) * 2014-11-18 2015-01-28 东南大学 Semicircle loading direct shear test device and method for bituminous mixture
CN104596907A (en) * 2015-01-28 2015-05-06 太原理工大学 Measurement method for large-displacement shear-flow of rock under high temperature and high pressure
CN104596857A (en) * 2015-01-28 2015-05-06 太原理工大学 Device for measuring rock shear seepage at high temperature and high pressure
CN104596908A (en) * 2015-01-28 2015-05-06 太原理工大学 Test sample sealing device for high-temperature and high-pressure measurement for shear-flow of rock
CN105115832A (en) * 2015-06-26 2015-12-02 中国科学院地质与地球物理研究所 Geotechnical oblique shear strength test apparatus considering seepage flow impact
CN105203411A (en) * 2015-11-06 2015-12-30 武汉大学 Slit shear-seepage coupling test system of triaxial cell and test method
CN105717020A (en) * 2016-01-28 2016-06-29 河海大学 Rock seepage-stress coupling shear rheological test box
CN107036909A (en) * 2017-04-12 2017-08-11 中国地质大学(武汉) A kind of ring shear test instrument suitable for vertical shearing face
CN107421869A (en) * 2017-07-30 2017-12-01 福州大学 A kind of crack rock infiltration coefficient evolution test device and test method
CN107907430A (en) * 2017-12-29 2018-04-13 云南富龙高速公路建设指挥部 A kind of experimental rig and test method for testing asphalt mixture shearing performance
WO2018068382A1 (en) * 2016-10-12 2018-04-19 河海大学 Test device for performing positive-pressure water saturation on high-strength rock samples, and use method therefor
CN108645720A (en) * 2018-05-04 2018-10-12 中国石油大学(北京) Shear box, experimental method and the device of swollen anatonosis effect are cut for testing rock
CN110779812A (en) * 2019-10-25 2020-02-11 武汉科技大学 Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box
WO2020215346A1 (en) * 2019-04-26 2020-10-29 东北大学 Rock triaxial direct shear test apparatus and method
US10844711B2 (en) 2017-05-26 2020-11-24 Big Guns Energy Services Inc. System and method for triaxial testing of core samples at high temperatures

Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2258734A (en) * 1991-08-12 1993-02-17 Daniel Rabindrana Hettiaratchi Triaxial compression testing.
US20040069072A1 (en) * 2002-10-08 2004-04-15 Shun Kawabe Curved panel shear test apparatus
CN2748904Y (en) * 2004-11-26 2005-12-28 四川大学 Rock direct shear test machine
WO2007035946A2 (en) * 2005-09-22 2007-03-29 University Of Florida Research Foundation, Inc. Apparatus for estimating the rate of erosion and methods of using same
CN101105433A (en) * 2007-07-26 2008-01-16 河海大学 Portable on-spot and indoor dual-purpose direct-cutting experiment instrument and its sampling method
CN102095652A (en) * 2011-02-28 2011-06-15 中国矿业大学 Penetration test device of shorn rock samples
CN202024937U (en) * 2011-02-28 2011-11-02 中国矿业大学 Shearing rock sample penetration test device
CN102478473A (en) * 2010-11-25 2012-05-30 天水红山试验机有限公司 Microcomputer control electro-hydraulic servo large bidirectional direct shear apparatus
CN202916155U (en) * 2012-10-31 2013-05-01 河海大学 Vertical direct shear test device

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2258734A (en) * 1991-08-12 1993-02-17 Daniel Rabindrana Hettiaratchi Triaxial compression testing.
US20040069072A1 (en) * 2002-10-08 2004-04-15 Shun Kawabe Curved panel shear test apparatus
CN2748904Y (en) * 2004-11-26 2005-12-28 四川大学 Rock direct shear test machine
WO2007035946A2 (en) * 2005-09-22 2007-03-29 University Of Florida Research Foundation, Inc. Apparatus for estimating the rate of erosion and methods of using same
CN101105433A (en) * 2007-07-26 2008-01-16 河海大学 Portable on-spot and indoor dual-purpose direct-cutting experiment instrument and its sampling method
CN102478473A (en) * 2010-11-25 2012-05-30 天水红山试验机有限公司 Microcomputer control electro-hydraulic servo large bidirectional direct shear apparatus
CN102095652A (en) * 2011-02-28 2011-06-15 中国矿业大学 Penetration test device of shorn rock samples
CN202024937U (en) * 2011-02-28 2011-11-02 中国矿业大学 Shearing rock sample penetration test device
CN202916155U (en) * 2012-10-31 2013-05-01 河海大学 Vertical direct shear test device

Cited By (24)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103728191A (en) * 2013-12-18 2014-04-16 河海大学 Test device for simulating continuous punching shear loading
CN104142277A (en) * 2014-08-08 2014-11-12 重庆大学 Soil body torsion shear seepage testing device and testing method
CN104155428B (en) * 2014-08-13 2015-10-28 中国科学院武汉岩土力学研究所 A kind of soil body that pollutes shears infiltration experiment device
CN104155428A (en) * 2014-08-13 2014-11-19 中国科学院武汉岩土力学研究所 Polluted soil shear penetration test device
CN104316416B (en) * 2014-11-18 2016-09-14 东南大学 A kind of asphalt semicircle loads direct shear test device and test method thereof
CN104316416A (en) * 2014-11-18 2015-01-28 东南大学 Semicircle loading direct shear test device and method for bituminous mixture
CN104596907A (en) * 2015-01-28 2015-05-06 太原理工大学 Measurement method for large-displacement shear-flow of rock under high temperature and high pressure
CN104596857A (en) * 2015-01-28 2015-05-06 太原理工大学 Device for measuring rock shear seepage at high temperature and high pressure
CN104596908A (en) * 2015-01-28 2015-05-06 太原理工大学 Test sample sealing device for high-temperature and high-pressure measurement for shear-flow of rock
CN104596907B (en) * 2015-01-28 2017-05-31 太原理工大学 Rock big displacement shears the measuring method of seepage flow under HTHP
CN105115832A (en) * 2015-06-26 2015-12-02 中国科学院地质与地球物理研究所 Geotechnical oblique shear strength test apparatus considering seepage flow impact
CN105203411A (en) * 2015-11-06 2015-12-30 武汉大学 Slit shear-seepage coupling test system of triaxial cell and test method
CN105717020B (en) * 2016-01-28 2018-11-09 河海大学 A kind of rock seepage-pipe coupling model shear rheology test box
CN105717020A (en) * 2016-01-28 2016-06-29 河海大学 Rock seepage-stress coupling shear rheological test box
WO2018068382A1 (en) * 2016-10-12 2018-04-19 河海大学 Test device for performing positive-pressure water saturation on high-strength rock samples, and use method therefor
CN107036909A (en) * 2017-04-12 2017-08-11 中国地质大学(武汉) A kind of ring shear test instrument suitable for vertical shearing face
CN107036909B (en) * 2017-04-12 2018-07-06 中国地质大学(武汉) A kind of ring shear test instrument suitable for vertical shearing face
US10844711B2 (en) 2017-05-26 2020-11-24 Big Guns Energy Services Inc. System and method for triaxial testing of core samples at high temperatures
CN107421869A (en) * 2017-07-30 2017-12-01 福州大学 A kind of crack rock infiltration coefficient evolution test device and test method
CN107907430A (en) * 2017-12-29 2018-04-13 云南富龙高速公路建设指挥部 A kind of experimental rig and test method for testing asphalt mixture shearing performance
CN108645720A (en) * 2018-05-04 2018-10-12 中国石油大学(北京) Shear box, experimental method and the device of swollen anatonosis effect are cut for testing rock
WO2020215346A1 (en) * 2019-04-26 2020-10-29 东北大学 Rock triaxial direct shear test apparatus and method
CN110779812A (en) * 2019-10-25 2020-02-11 武汉科技大学 Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box
CN110779812B (en) * 2019-10-25 2020-11-06 武汉科技大学 Rainfall seepage and blasting vibration coupling simulation soft rock shear rheology test shear box

Also Published As

Publication number Publication date
CN102901676B (en) 2015-07-29

Similar Documents

Publication Publication Date Title
Shahnazari et al. Effective parameters for the particle breakage of calcareous sands: An experimental study
Hilf An investigation of pore water pressure in compacted cohesive soils
CN102628767B (en) Device and method for testing mechanical properties of pile-soil contact surface
Olson et al. Measurement of the hydraulic conductivity of fine-grained soils
Khalili et al. A unique relationship for χ for the determination of the shear strength of unsaturated soils
Peila et al. Screw conveyor device for laboratory tests on conditioned soil for EPB tunneling operations
Sathananthan et al. Laboratory evaluation of smear zone and correlation between permeability and moisture content
Vanapalli et al. Axis translation and negative water column techniques for suction control
CN104964878B (en) The triaxial test system and method for unsaturated soil multi- scenarios method
Gorman et al. Constant-rate-of-strain and controlled-gradient consolidation testing
Youngs et al. Hydraulic conductivity of saturated soils
Abdul-Hussain et al. Thermo-hydro-mechanical behaviour of sodium silicate-cemented paste tailings in column experiments
Fannin et al. Shear strength of cohesionless soils at low stress
Umesh et al. Characterization of dispersive soils
CN103134745B (en) High water capacity soil and bentonite clay material permeability test cylinder, device and testing method
Andreou et al. Experimental study on sand and gravel columns in clay
CN101915724B (en) Device and method for measuring permeability coefficient of rock material under action of seepage-stress coupling
CN103953074B (en) A kind of open-end pipe pile hammering injection analogue experiment installation and experimental technique
CN103267722A (en) Pressure bearing permeation grouting strengthening test apparatus and method
CN104374649B (en) A kind of experimental rig and method for being used to observe shear deformation breaks down feature between pile tube and the slip casting soil body
CN103954511B (en) A kind of Fracture Networks rock shearing-seepage flow coupling experiment method
Delage et al. Suction controlled testing of non saturated soils with an osmotic consolidometer
CN102809641B (en) Undisturbed soil sample expansion force testing device capable of controlling saturation
CN103513019B (en) Gas channeling simulated evaluation instrument for casing cement slurry
CN104133050B (en) Porous rock effective stress coefficient and porosity method of testing simultaneously under stress condition

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
C14 Grant of patent or utility model
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20150729

Termination date: 20171031

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