CN202083598U - Dry-wet circulation large-size strain control type direct shearing device - Google Patents

Dry-wet circulation large-size strain control type direct shearing device Download PDF

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Publication number
CN202083598U
CN202083598U CN2011200886974U CN201120088697U CN202083598U CN 202083598 U CN202083598 U CN 202083598U CN 2011200886974 U CN2011200886974 U CN 2011200886974U CN 201120088697 U CN201120088697 U CN 201120088697U CN 202083598 U CN202083598 U CN 202083598U
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box
shear
framework
control type
down cut
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CN2011200886974U
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曾胜
赵健
李文
甘先永
李振存
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曾胜
赵健
李文
甘先永
李振存
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Abstract

The utility model discloses a dry-wet circulation large-size strain control type direct shearing device. The dry-wet circulation large-size strain control type direct shearing device comprises an upper shearing box, a lower shearing box, a vertical force jack, a horizontal force jack, a framework and a water storage ring, and has the following technical effects that: testing equipment is arranged in the framework, so that the whole direct shearing device is convenient to move; and moreover, a heating device is additionally arranged in the framework, and the framework is provided with an opening/closing door, so that the condition of soil can be tested at a high temperature. As a contact surface between the upper shearing box and the lower shearing box is positioned by using a convex groove and a concave groove which are matched with each other, the condition of easiness for misplacing the shearing boxes due to original ball transmission is avoided; and as the water storage ring is arranged between the upper shearing box and the lower shearing box, the soil can be wetted as required to test shearing force when the soil is damp.

Description

The large-scale strain control type of a kind of drying and watering cycle staight scissors device
Technical field
The utility model relates to a kind of shear, the particularly a kind of large-scale strain control type of drying and watering cycle staight scissors device that is used for measuring in rock-soil mechanics test field intensity peak, residual shear strength and the intensive parameter under the drying and watering cycle effect thereof of coarse-grained soil.
Background technology
Shop experiment is crucial to the effect of soil mechanics development.The development of soil mechanics invariably accompany raising, improvement and the development of experimental test technology, the two promotes mutually, the common raising.Soil mechanics develops into facts have proved of today, does not have modern test apparatus and experimental technique, and the theoretical result of modern soil mechanics also just can not be arranged.Site test can not replace shop experiment fully, and some basic datas of ground as indexs such as granulometric composition, density, water cut, plasticity, can only be measured by shop experiment; When measuring the Mechanical Characters of Composite Ground of soil, shop experiment can be as required, proof stress, strain and drainage condition, and in-situ test is difficult to accomplish.Even the scholar who has thinks to have only shop experiment just might study the complex characteristics of soil.The destruction overwhelming majority of ground and ground buildings belongs to shear failure, therefore, determines that accurately the shear strength parameter of rock soil mass is significant in Geotechnical Engineering is built.At present, direct shear test is used to study the shop experiment main method of the shearing strength of soil, and it can directly measure sample in predetermined shearing strength of breaking on the face.Usually adopt four samples, under different pressure at right angle P, apply horizontal shear force and shear respectively, try to achieve the shear stress f when destroying, determine the Shear Strength Index of soil then according to Coulomb's law: angle of internal friction And cohesion force C.But because existing direct shear test device structure is comparatively single, the shear box that is used for soil is applied shearing force is independent setting, move inconvenience, and can not simulate the situation of soil under multiple weather and the geologic condition, still can not satisfy testing requirements fully, be up and down to realize moving simultaneously between the shear box, be easy to cause shear box dislocation up and down by the ball transmission.
The utility model content
Move inconvenience in order to solve existing direct shear test equipment, and can not simulate the technical matters of the situation of soil under multiple weather and the geologic condition, the utility model provides a kind of can effectively simulate multiple soil regime and conveniently moving, the large-scale strain control type of service-strong drying and watering cycle staight scissors device.
In order to realize above-mentioned technique effect, the technical solution of the utility model is, the large-scale strain control type of a kind of drying and watering cycle staight scissors device, the last shear box that comprises hollow and bottom surface opening, the down cut box of hollow and end face opening, vertical force lifting jack and horizontal force jack, described upward shear box is arranged at down cut box top and goes up shear box and fix by the horizontal fixed bearing in the horizontal direction, described down cut box can be with respect to last shear box tangential movement, described vertical force lifting jack is arranged at the top of shear box, described horizontal force jack is arranged at the side of down cut box, also comprise framework, the described shear box of going up, the down cut box, vertical force lifting jack and horizontal force jack all are arranged in the framework, described vertical force lifting jack is fixed in frame roof by the vertical fixing device, and described horizontal force jack is fixed on the side of framework by the horizontal fixed device.
The large-scale strain control type of described a kind of drying and watering cycle staight scissors device, described upward shear box and contacting with each other of down cut box are respectively equipped with mating recess and tongue on the face.
The large-scale strain control type of described a kind of drying and watering cycle staight scissors device, described going up between shear box and the down cut box left the gap, and described gap is 2-8mm.
The large-scale strain control type of described a kind of drying and watering cycle staight scissors device, the described surface of contact of going up shear box and down cut box are surrounded with a water storage ring that is used to soak soil, the groove shape structure that described water storage ring is a upper opening.
The large-scale strain control type of described a kind of drying and watering cycle staight scissors device is provided with heating arrangement in the described framework.
The large-scale strain control type of described a kind of drying and watering cycle staight scissors device, described framework is provided with switching door.
Technique effect of the present utility model is, uses framework that testing equipment is packed into wherein, makes whole staight scissors equipment to move easily, installed heating arrangement additional simultaneously in framework, and framework is equipped with switching door, can test the situation of soil under the hot conditions.The surface of contact of last shear box and down cut box is to be located by tongue that matches each other and groove, has exempted the situation that original ball transmission easily causes the shear box dislocation.Be provided with the water storage ring up and down between the shear box, the shear conditions in the time of can soaking soil with the testing soil humidity as required.
The utility model is described in further detail below in conjunction with accompanying drawing.
Description of drawings
Fig. 1 is the utility model structural representation;
Fig. 2 is the structural representation of the utility model water storage ring;
Wherein 1 is last shear box, and 2 is the down cut box, and 3 is the vertical force lifting jack, and 4 is horizontal force jack, and 5 is the horizontal fixed bearing, and 6 is framework, and 7 is the vertical fixing device, and 8 is the horizontal fixed device, and 9 is the water storage ring, and 10 is heating arrangement.
Embodiment
Referring to Fig. 1, the utility model comprises the last shear box 1 of hollow and bottom surface opening, the down cut box 2 of hollow and end face opening, vertical force lifting jack 3 and horizontal force jack 4, last shear box 1 is arranged at down cut box 2 tops and goes up shear box 1 fixing by horizontal fixed bearing 5 in the horizontal direction, down cut box 2 can be with respect to last shear box 1 tangential movement, vertical force lifting jack 3 is arranged at the top of shear box 1, horizontal force jack 4 is arranged at the side of down cut box 2, last shear box 1, down cut box 2, vertical force lifting jack 3 and horizontal force jack 4 all are arranged in the framework 6, vertical force lifting jack 3 is fixed in framework 6 tops by vertical fixing device 7, horizontal force jack 4 is fixed in by horizontal fixed device 8 on the side of framework 6, also is provided with heating arrangement 10 in the framework.
Ball is equipped with in traditional direct shear apparatus base bottom, when shearing, down cut box mobile is that the rolling by ball realizes, ball easily drops out from chute during box under dismounting, and the friction force between ball and the surface level is bigger, direction of motion is not too stable, therefore bring error to adopt mechanical principle to test, having improved original shear box advances by the ball rolling, but directly between last shear box 1 and down cut box 2, done tongue and groove, make shear box in groove, to splash into enough lubricating oil simultaneously and to reduce the error that instrument itself brings along straight ahead.
Traditional fine grained soil direct shear apparatus shear box is of a size of D=61.8mm, and H=20mm when carrying out the direct shear test of disturbed soil, needs to get test specimen ready with compacting process or pressure sample legal system earlier, takes a sample on the test specimen that makes with cutting ring then.Carry out the cutting ring sampling and in fact make soil stand disturbance once more on the test specimen that makes, the Shear Strength Index of the soil that records like this may differ bigger with the Shear Strength Index of the true soil body.In order to reduce disturbance to soil, improve the precision of test findings, satisfy the direct shear test requirement of coarse-grained soil with big particle diameter, this big direct shear apparatus has carried out unique design to the size of shear box.The size of shear box has been enlarged about 10 times, specifically be of a size of: length=500mm * 500mm * 300mm.Therefore, the shear area of sample expands original 83.38 times to, and the volume of sample increases to original 1250.7 times.She Ji reason is like this, and big shear box size more can be simulated the reality of putting forward, and the size effect that is subjected to simultaneously is also just more little, can also satisfy the direct shear test that the coarse-grained soil to greater particle size carries out simultaneously.
Traditional fine grained soil direct shear apparatus its up and down shear box be buckled together, last shear box directly is pressed on the down cut box, the shear stress that records has so just comprised two parts, a part is the shearing force to sample, another part be about friction force between the box.Friction between the shear box has strengthened the shear resistance of sample up and down, makes the observed strength value be higher than the actual strength of the soil body.In order to eliminate the frictional influence between the shear box up and down, improve the precision of test findings, the utility model has carried out the design of cracking to shear box, will go up shear box by being bolted on the bearing, making up and down has certain interval between the shear box, has avoided their direct contacts.The size of cracking of asking of shear box has requirement up and down, and cracking can not too greatly can not be too little.Gap size is too little, then can cause intensity level higher; If it is too much that open in the slit, soil particle can drop out from the slit in the shear history, and effectively shear area reduces, and the density on the shear surface is reduced, and causes intensity level on the low side.The utility model cracks between the shear box up and down and is of a size of 2-8mm, is preferably 5mm.
The utility model has selected for use two kinds of different lifting jack as charger, and what vertical load adopted is the lifting jack of hydraulic pressure separate type, and horizontal loading is mechanical cross helical gear lifting jack.In vertical direction, can overcome with preceding because of counterweight fixing can only apply the problem of several fixing loads, the utility model can apply 100kN arbitrarily with interior load.Horizontal direction then can overcome the uneven problem of the general lifting jack application of force, by round handle, can one the gear of rotation lifting jack of circle circle come evenly afterburning.
The utility model has adopted tower structure.Do not needing the laboratory that special counter-force point is provided, simultaneously more attractive in appearance.Framework 6 is to be that starting material process by channel-section steel and steel plate, and framework 6 can seal whole framework by shutting switching door when needs baking sample, improves the efficient of baking soil.When carrying out direct shear test, the two sides, front and back of framework 6 can be opened again, can not influence the carrying out of test.
Referring to Fig. 2, in order to study the shearing-resistance characteristic of sample under difference immersion condition, the utility model has been arranged a water storage ring 9 at the surface of contact place around shear box,, the water storage ring is the groove shape structure of upper opening.When needed, can be so that shear surface be in Riddled Condition before and after shearing always.Water storage ring 9 begins center line up to last shear box from the center line of down cut box, in process of the test, adds water toward specimen surface and water storage ring 9, makes the enough water of water storage ring 9 deposits to guarantee that shear surface is in Riddled Condition always.Can carry out the research of gravelly soil under the drying and watering cycle environment by this parameter of soaking time that changes sample.
In order to reduce the constraint that the rigidity shear box moves when the shear failure the test portion particle, specimen size must be asked with the test portion particle diameter and be satisfied certain proportionate relationship.Mostly research in the past is to study from the relation between specimen finish (circle) or width (square) and test portion maximum particle diameter, determines D/d MaxOr B/d MaxReasonable ratio.
May further comprise the steps during the utility model work:
Specimen preparation:
By screening, the different soil samples that contain the stone amount of preparation are mixed after the mix, are risen by the down cut box, successively fill out the shop in shear box, manually hit reality with heavy compaction hammer, until filling up two shear boxs up and down.
Test procedure:
(1) specimen preparation and installation.
(2) down cut box 2 is placed on the bottom chute of reaction frame, to go up again on the top chute that shear box 1 is placed on down cut box 2, and mix the sample that weighs up thoroughly the back layering with Fixed latches location and pack in the shear box, level can decide according to height and the principle that staggers of layered suture, be generally or each layer of layer should hit real to the height that requires to the every laminar surface of cement coarse-grained soil dig Mao Houzai fill out the layer repeat above-mentioned steps to one deck at last flatten surperficial sample such as need saturated to inviscid coarse particle local product water head saturation method to cement coarse particle local product vacuum saturation method.
(3) on the sample face, put porous disc, pressure transmission plate, vertical lifting jack and pressure transmission plate etc. successively, centering is installed on request, the smoothing of pressure transmission plate application level chi, the counter-force girder steel is answered level up and down.2-4 vertical dial gauge is installed then, slowly start vertical lifting jack and make each contact, and record distortion initial reading, install level jack and horizontal dial gauge make sure level jack the center of the line of force by shear surface, slowly start level jack, its center of effort with down cut box 2 is contacted be horizontal dial gauge to begin fine motion and promptly stop.Every group of test should prepare to 3-5 sample, and its density difference must not be greater than 0.03g/cm 3, the water percentage difference must not be greater than 1%, and it is differential roughly the same to test pressure at right angles at different levels under different pressures.
The selection of test method
According to the needs of research, test can be selected modes such as quick shear test, consolidated quick shear test and slow shear test respectively.
(1) quick shear test
1) by the regulation of these rules sample and location are installed, but lay the waterproof steel plate that equates with porous disc thickness, on sample, once apply specified vertical load, make it in entire test, keep constant in contact position, sample top and bottom.
2) pull out the fixed pin of shear box up and down, the reading of record vertical-horizontal lifting jack dial gauge etc., start level jack immediately and apply horizontal loading, whenever add one-level and survey the reading of reading sub-level dial gauge and vertical dial gauge, the base level load applies by the 7%-10% of vertical load, when the shear displacemant under certain grade of horizontal loading surpasses 1.5-2 times of previous stage shear displacemant, change into applying and whenever apply the one-level horizontal loading and survey and to read vertical and horizontal dial gauge respectively once, when the horizontal loading reading no longer increases or the hurried growth of detrusion is promptly thought and cut damage by 5%.If no above-mentioned two kinds of situations occur controlling the 1/15-1/10 that detrusion reaches specimen finish, can stop test.Should control sample and in 5-10min, reach shear failure
3) shed dial gauge, horizontal loading, vertical load and loading facilities after the off-test as early as possible.Optionally shear surface is done concise and to the point the description.Get near the sample of shear surface, measure it and shear back water percentage and grain composition.
(2) consolidated quick shear test
Carry out sample installation and location by the regulation of these rules, put thin copper wire cloth and permeable steel plate but the waterproof plate of sample upper and lower surface changes, after applying vertical load on the sample, as vertical deformation per hour less than 0.03mm, think that then distortion is stable, survey note vertical dial gauge reading this moment.Sample is sheared by cutting step soon after reaching stabilization by consolidation.
(3) slow shear test
Carry out sample installation and location by the regulation of these rules, but changing, the waterproof plate of sample upper and lower surface puts thin copper wire cloth and permeable steel plate, it is fixed to carry out sample by the regulation of these rules, after sample reaches stabilization by consolidation, pull out shear box fixed pin up and down, check vertical lifting jack, level jack etc., write down its reading.Start level jack, apply horizontal loading and survey 1 note sub-level dial gauge reading and vertical dial gauge reading every 1min, if detrusion is no more than 0.01mm in the 1min, then apply the next stage horizontal loading, every grade of 7%-10% by vertical load of base level load applies, when the shear displacemant under certain grade of horizontal loading surpasses 1.5-2 times of previous stage shear displacemant, change into by 5% and applying.When the horizontal loading reading no longer increases or the hurried growth of detrusion is promptly thought and cut damage.If no above-mentioned two kinds of situations occur controlling the 1/15-1/10 that detrusion reaches specimen finish, can stop test.Remove sample after the off-test in accordance with regulations, and measure it and shear back water percentage and grain composition.
The calculating of test findings and drawing
Calculate pressure at right angle and shear stress by following formula:
p ≡ p v + Δp A - - - ( 1 )
τ = p h - F A - - - ( 2 )
p v=C vR v (3)
p h=C hR h (4)
In the formula: p, τ---be respectively pressure at right angle and shear stress, kPa;
p v, P h---be respectively vertical load and horizontal loading, kN
C v, C h---be respectively the calibration coefficient of the proving ring of vertical lifting jack and level jack, kN/kPa;
R v, R h---be respectively the proving ring reading of vertical and level jack, kPa
F---instrument friction force under certain pressure at right angle, kN
Δ p---add vertical load, comprise the gravity of porous disc, pressure transmission plate and lifting jack, the above equipment gravity of lifting jack does not count kN
A---sample area, m 2
Get shear stress τ and horizontal shift Δ L relation curve upward peak or stationary value as shearing strength, shown in the arrow on the curve among the figure as no obvious peak value then horizontal shift reach the shear stress at specimen finish 1/15-1/10 place as shearing strength, with shearing strength S is ordinate, pressure at right angle p is a horizontal ordinate, draw the relation curve of shearing strength S and pressure at right angle P, the inclination angle of straight line is the angle of internal friction of coarse-grained soil as shown in the figure The intercept of straight line on axis of ordinates is the cohesive strength c of coarse-grained soil.

Claims (6)

1. the large-scale strain control type of drying and watering cycle staight scissors device, the last shear box (1) that comprises hollow and bottom surface opening, the down cut box (2) of hollow and end face opening, vertical force lifting jack (3) and horizontal force jack (4), the described shear box (1) of going up is arranged at down cut box (2) top and goes up shear box (1) fixing by horizontal fixed bearing (5) in the horizontal direction, described down cut box (2) can be with respect to last shear box (1) tangential movement, described vertical force lifting jack (3) is arranged at the top of shear box (1), described horizontal force jack (4) is arranged at the side of down cut box (2), it is characterized in that, also comprise framework (6), the described shear box (1) of going up, down cut box (2), vertical force lifting jack (3) and horizontal force jack (4) all are arranged in the framework (6), described vertical force lifting jack (3) is fixed in framework (6) top by vertical fixing device (7), and described horizontal force jack (4) is fixed on the side of framework (6) by horizontal fixed device (8).
2. the large-scale strain control type of a kind of drying and watering cycle according to claim 1 staight scissors device is characterized in that, described upward shear box (1) and contacting with each other of down cut box (2) are respectively equipped with mating recess and tongue on the face.
3. the large-scale strain control type of a kind of drying and watering cycle according to claim 1 staight scissors device is characterized in that, described going up between shear box (1) and the down cut box (2) left the gap, and described gap is 2-8mm.
4. the large-scale strain control type of a kind of drying and watering cycle according to claim 1 staight scissors device, it is characterized in that, the described surface of contact of going up shear box (1) and down cut box (2) is surrounded with a water storage ring (9) that is used to soak soil, and described water storage ring (9) is the groove shape structure of upper opening.
5. the large-scale strain control type of a kind of drying and watering cycle according to claim 1 staight scissors device is characterized in that, is provided with heating arrangement (10) in the described framework.
6. the large-scale strain control type of a kind of drying and watering cycle according to claim 1 staight scissors device is characterized in that described framework is provided with switching door.
CN2011200886974U 2011-03-29 2011-03-29 Dry-wet circulation large-size strain control type direct shearing device Expired - Fee Related CN202083598U (en)

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Cited By (19)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102564868A (en) * 2011-12-26 2012-07-11 中国地质大学(武汉) Water-saturated shear box for water-rock interaction of soft rock
CN102944481A (en) * 2012-12-14 2013-02-27 重庆大学 Geotechnique test piece dry-wet cycle test device under loaded action
CN103175743A (en) * 2013-03-13 2013-06-26 张金荣 Multifunctional shear apparatus for asphalt pavement
CN104020055A (en) * 2014-06-10 2014-09-03 黄河勘测规划设计有限公司 Multifunctional direct shear and consolidation device of coarse-grained soil
CN104198301A (en) * 2014-09-16 2014-12-10 广西科技大学 Direct shear test data acquisition instrument for big visual model of reinforced earth
CN104849210A (en) * 2015-05-15 2015-08-19 山西省交通科学研究院 Method for determining interlayer equivalent shear stiffness between base layer and surface layer of cement concrete pavement and horizontal shear tester
CN104931360A (en) * 2015-06-26 2015-09-23 中国科学院地质与地球物理研究所 Equipment for testing direct shear of large-scale earthworks under dynamic load
CN105181483A (en) * 2015-10-15 2015-12-23 安徽省建筑科学研究设计院 Compression-shear testing apparatus for rock in dry-wet cyclic process
CN105203410A (en) * 2015-10-15 2015-12-30 安徽省建筑科学研究设计院 Test device for measuring shearing creep characteristic of rock in dry-wet cycling process
CN105527173A (en) * 2016-01-13 2016-04-27 中南大学 Large-scale indoor direct shear test device
CN105699212A (en) * 2014-04-05 2016-06-22 湖南科技大学 Rock structural surface shearing method
CN105784507A (en) * 2016-05-19 2016-07-20 中国地质大学(武汉) Dry-wet circulating direct shear device for structural surface of rock mass
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CN109187918A (en) * 2018-08-03 2019-01-11 江南大学 The staight scissors Sample devices and its application method of wetting-drying test
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CN102564868A (en) * 2011-12-26 2012-07-11 中国地质大学(武汉) Water-saturated shear box for water-rock interaction of soft rock
CN102944481A (en) * 2012-12-14 2013-02-27 重庆大学 Geotechnique test piece dry-wet cycle test device under loaded action
CN103175743A (en) * 2013-03-13 2013-06-26 张金荣 Multifunctional shear apparatus for asphalt pavement
CN105699212A (en) * 2014-04-05 2016-06-22 湖南科技大学 Rock structural surface shearing method
CN105699212B (en) * 2014-04-05 2018-08-28 湖南科技大学 A kind of rock structural face cutting method
CN104020055A (en) * 2014-06-10 2014-09-03 黄河勘测规划设计有限公司 Multifunctional direct shear and consolidation device of coarse-grained soil
CN104198301A (en) * 2014-09-16 2014-12-10 广西科技大学 Direct shear test data acquisition instrument for big visual model of reinforced earth
CN104198301B (en) * 2014-09-16 2017-06-20 广西科技大学 Reinforced earth visualization large-sized model direct shear test number adopts instrument
CN104849210A (en) * 2015-05-15 2015-08-19 山西省交通科学研究院 Method for determining interlayer equivalent shear stiffness between base layer and surface layer of cement concrete pavement and horizontal shear tester
CN104931360A (en) * 2015-06-26 2015-09-23 中国科学院地质与地球物理研究所 Equipment for testing direct shear of large-scale earthworks under dynamic load
CN104931360B (en) * 2015-06-26 2017-12-05 中国科学院地质与地球物理研究所 Large geotechnical staight scissors test device under a kind of dynamic loading
CN105181483A (en) * 2015-10-15 2015-12-23 安徽省建筑科学研究设计院 Compression-shear testing apparatus for rock in dry-wet cyclic process
CN105203410A (en) * 2015-10-15 2015-12-30 安徽省建筑科学研究设计院 Test device for measuring shearing creep characteristic of rock in dry-wet cycling process
CN105181483B (en) * 2015-10-15 2017-05-03 安徽省建筑科学研究设计院 Compression-shear testing apparatus for rock in dry-wet cyclic process
CN105527173A (en) * 2016-01-13 2016-04-27 中南大学 Large-scale indoor direct shear test device
CN105891445A (en) * 2016-04-08 2016-08-24 河海大学 Rock soil wetting-drying cycle test device and use method thereof
CN105891445B (en) * 2016-04-08 2017-10-13 河海大学 A kind of ground wetting-drying circular tester and its application method
CN105891014A (en) * 2016-04-29 2016-08-24 中国地质大学(武汉) Rock and soil body shear rheometer giving consideration to dry-wet cyclic damage effect
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CN109187918B (en) * 2018-08-03 2021-03-16 江南大学 Direct shear sample device for dry-wet cycle test and use method thereof
CN109342229A (en) * 2018-08-27 2019-02-15 青岛理工大学 Electrochemistry improves mechanical property testing device and method of the soil body under drying and watering cycle effect
CN111044389A (en) * 2019-12-31 2020-04-21 浙江工业大学 Direct shear test device and method for simulating dry-wet cycle effect under vertical load

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