CN200971493Y - Self-drill in-situ friction shearing instrument - Google Patents
Self-drill in-situ friction shearing instrument Download PDFInfo
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- CN200971493Y CN200971493Y CN 200620098198 CN200620098198U CN200971493Y CN 200971493 Y CN200971493 Y CN 200971493Y CN 200620098198 CN200620098198 CN 200620098198 CN 200620098198 U CN200620098198 U CN 200620098198U CN 200971493 Y CN200971493 Y CN 200971493Y
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Abstract
The utility model relates to a soil experiment equipment for soil engineering. A self-drilling fixed friction and cutting tool is characterized in that the device comprises a self-drilling grubbing device, a measuring apparatus (8), a longitudinal expansion and loading device, a vertical expansion and loading device and a measuring device. Wherein, the measuring apparatus (8) is connected with the exterior drill pipe (16) of the self-drilling grubbing device through the lower pipe drive shoe (26) and the upper pipe drive shoe (34); the water pipe (6) of the longitudinal expansion and loading device is linked with the hydraulic pressure chamber (35) of the measuring apparatus (8); a lift clamp (15) clamps the upper end of the exterior drill pipe (16). The measuring device mainly comprises a circular sensor (7), a displacement gauge (2), a displacement retainer (1) and a hydraulic pressure gauge (13). Wherein, the circular sensor (7) is coated on the upper pipe drive shoe (34); the displacement gauge (2) is positioned on the tie rod (3); the tie rod (3) is connected with the exterior drill pipe (16); the displacement gauge (2) is positioned at the displacement retainer (1); the displacement retainer (1) is fixed with the drill (18); the hydraulic pressure gauge (13) is mounted on the clamp-type hydraulic pressure jack (14). The utility model has the advantages of low soil disturbance and many testing items.
Description
Technical field
The utility model relates to a kind of geotechnical engineering soil test instrument, specifically relates to a kind of self-drilling original position fricting shearing instrument of mechanics parameter measurement of easy disturbed soil.
Background technology
In today that infrastructure is greatly developed, easily the developmental research of the test new technology of disturbed soil seems particularly urgent and important.This is because engineering quantity is more and more, project scale is increasing, and the load of effect is big and complicated, and can be fewer and feweri for the land resources of utilizing, alternative leeway is more and more littler, and people have to utilize the soil of " bad " more and more to do the ground of building.Easily disturbed soil is very extensive in the distribution on littoral plain, estuarine delta, basin, intermountain valley floor as mud, mucky soil and loosening sand.Mud, mucky soil have the water content height, void ratio is big, shear strength is low, compressibilty is big and characteristics such as sensitivity height, and once disturbance, the prototype structure of soil is promptly destroyed.Loosening sand is cohesive strength for want of then, under dynamic load functions such as earthquake, can produce liquefaction and lose shear strength.Because it is loosely organized, is difficult to obtain not disturbance sand sample.Can take undisturbed soil sample even freeze Sampling techniques by costliness special, also can be in processes such as carrying, sample preparation are shaped, thaw, disturbed sample is difficult to carry out so-called not disturbed soil and tests inevitably.In actual engineering design, for mechanics parameters such as the shear strength of easy disturbed soil and modulus of deformation, perhaps underestimated, perhaps adopt the experience index in area.In deep weaknesses of ground soil layer such as littoral plain, estuarine deltas, but the population density is big, and engineering activity is concentrated.The basis of building is generally pile foundation or handles through ground stabilization, and the proportion that the expense of substructure, infrastructure accounts for whole detail estimate is very big, the input that has even surpass superstructure.Therefore, the accurate evaluation of the mechanics parameter of easy disturbed soil is directly connected to the size of the investment of engineering construction.
Estimate mechanics parameters such as native shear strength and modulus of deformation how correctly, reasonably, be one of very important basic research problem in engineering geology, the soil mechanics always.
In the laboratory test method, the method for representative has direct shear test, unconfined compression strength test and triaxial test etc.Laboratory test can be controlled drainage condition, the strain and stress condition of test well, and the precision height of test own, reproducibility are strong.But volume of sample is little, breaks away from the attached geological environment of depositing, stress release, and prototype structure is destroyed to some extent, and the fringe conditions of test conditions and practical problem is different, can not reflect the practical problem part fully so the result that laboratory test draws has.
In position in the test method, representational have standard penetration test, vane shear test, cone penetration test, pressurementer test and a plate etc.The in situ test method need not sampling, can directly measure the distortion or the Shear Strength Index of soil in the virgin stress environment.Thereby the development and application of in situ test method is all paid attention in countries in the world very much.But, in position in the test, owing to be difficult to control drainage condition in the soil, stress, stress distribution inequality, uncertain reason such as fringe conditions is ambiguous causes very big difficulty for the parsing of achievement.Standard penetration test is that Terzaghi and Peck (1948) introduce introducing the earliest, and is all the fashion in countries in the world, widely adopts.But the physical significance of the N value of standard penetration test is also indeterminate, can only estimate the deformation parameter and the shear strength of being unearthed indirectly, approx.Vane shear test and cone penetration test can be measured the shear strength of soil directly or indirectly, but can not estimate the deformation parameter of soil.Pressurementer test and plate can directly be estimated the deformation parameter of soil, but can not estimate the shear strength of soil.That is, existing measurement of test method project is single, can only measure some parameters of the mechanics parameter kind of soil, can not systematically estimate the mechanics parameter of soil, has the precision difference problem of deformation parameter and shear strength parameter.
However, for obtaining the mechanics parameter of the high accuracy soil body, domestic, the external development and application research of all paying attention to very much the in situ test method.At home, inquire into the in situ test means of shear strength of soil, common have vane shear test and a cone penetration test, comprises Holland's awl test of introduction.In inquiring into the modulus of deformation in situ test of the soil body, pressurementer test and plate are very universal.But in situ test is in the time that China's extensive use has only surplus in the of ten year, and the formulation of testing regulation is about ten years a thing recently, and some in situ test rules is not also formulated so far.After develop rapidly after a while, as if be in a kind of state of stagnation.Abroad, except the test method of these comparative maturities, more pay attention to the development of new measuring technology, and the Analysis on Mechanism of test and data parsing.Noticeablely be, in boring, directly carry out the research of shear test, so that provide design considerations for works in the soil such as pile foundation.For example, R.L.Handy and N.S.Fox (1967) have developed direct shear apparatus (BHSD) in the boring, and Demartinecourt and G.E.Bauer (1983) have done some improvement to it.T.Mori (1969) has also invented shearing test apparatus.But these instruments are because their asymmetry, stress distribution problem and fail to popularize in an all-round way.The A.Abderrahim (1991) of France has developed a kind of miniature other instrument of pressing.But in demonstration test, find that reproducibility of test is poor, be difficult to obtain same separating.
Summary of the invention
The purpose of this utility model is to provide the self-drilling original position fricting shearing instrument that a kind of soil disturbance is little, test event is many.
To achieve these goals, the technical solution of the utility model is: self-drilling original position fricting shearing instrument, it is characterized in that it comprises self-drilling mole, analyzer 8, expanded radially charger, Vertical loading device, measuring equipment, analyzer 8 is by descending shoe 26, last shoe 34 to link to each other with the outer drilling rod 16 of self-drilling mole, the water pipe 6 of expanded radially charger communicates with the hydraulic pressure chamber 35 of analyzer 8, the upper end that the anchor clamps 15 that hoist of Vertical loading device are clamped outer drilling rod 16; Measuring equipment mainly is made up of annular sensor 7, displacement meter 2, displacement fixator 1, hydralic pressure gauge 13, and annular sensor 7 is enclosed within on the shoe 34; Displacement meter 2 is located at connecting rod 3, and connecting rod 3 links to each other with outer drilling rod 16, and displacement meter 2 is positioned at displacement fixator 1 place, and displacement fixator 1 is fixedly connected with rig 18, and hydralic pressure gauge 13 is located on the fixture type hydraulic jack 14.
The beneficial effects of the utility model are:
1) do not need processes such as sampling, carrying, sample preparation, can in geologic norm, test, the stratum that this is difficult for taking undisturbed soil to weak soil, sandy soil etc., its advantage is clearer and more definite;
2) the self-drilling mole can reduce the level of disruption of the soil body effectively;
3) test event is many:
(1) relation of the vertical stress～shear stress that obtains by the multi-stage loading mode can be inquired into unearthed shear strength c, φ value;
(2), can inquire into the earth pressue at rest P of soil according to the relation of vertical stress～pushing quantity
0With modulus of deformation E, and can draw the modulus of deformation E of initial stage load phase and follow-up phase, so just can draw the test value on the statistical significance;
(3) shear displacemant that measures of shear stress that obtains according to circular sensor and displacement meter can obtain shear stress～shear displacemant relation, shears counter-force coefficient Cs thereby can obtain.
Can inquire into a plurality of mechanical index such as shear strength, modulus of deformation and earth pressue at rest of soil simultaneously, can systematically estimate the statistical characteristics of the mechanics parameter of soil, avoid existing home position testing method can only measure deformation parameter or intensity parameter, can not measure simultaneously and the defective that causes the parameters precision of test there are differences.
Description of drawings
Fig. 1 is a structural representation of the present utility model
Fig. 2 is the structural representation of the utility model analyzer
Fig. 3 is the sectional view of Fig. 2 along the A-A line
Fig. 4 is the schematic diagram after inner panel, the outside plate of the utility model analyzer expands
Fig. 5 is that the outside plate external surface of the utility model analyzer is the schematic diagram of smooth type
Fig. 6 is that the outside plate external surface of the utility model analyzer is the schematic diagram of rough type
Fig. 7 is that the utility model is when creeping into and the connection layout of rig
Among the figure: 1-displacement fixator, 2-displacement meter, 3-connecting rod, 4-hydraulic pamp, the 5-water tank, 6-water pipe, 7-annular sensor, 8-analyzer, the 9-drill bit, 10-is from boring, 11-prebored hole, 12-U shape steel reaction frame, 13-hydralic pressure gauge, 14-fixture type hydraulic jack, the 15-anchor clamps that hoist, the outer drilling rod of 16-, drilling rod in the 17-, the 18-rig, the last hole of 19-, 20-upper baffle ring, 21-upper position-arresting ring, 22-is outer bulge loop down, 23-lower position-arresting ring, hole under the 24-, 25-lower baffle ring, shoe under the 26-, the 27-expansion slot, 28-rubber membrane groove, the outer drill pipe bore of 29-, the 30-rubber membrane, 31-inner panel, 32-outside plate, the last outer bulge loop of 33-, the last shoe of 34-, 35-hydraulic pressure chamber, the 36-matsurface, 37-borer drill rod, 38-fixed bar.
The specific embodiment
As Fig. 1, Fig. 2, Fig. 3, shown in Figure 4, self-drilling original position fricting shearing instrument, it comprises self-drilling mole, analyzer 8, expanded radially charger, Vertical loading device, measuring equipment, analyzer 8 is by descending shoe 26, last shoe 34 to link to each other with the outer drilling rod 16 of self-drilling mole, the water pipe 6 of expanded radially charger communicates with the hydraulic pressure chamber 35 of analyzer 8, the upper end that the anchor clamps 15 that hoist of Vertical loading device are clamped outer drilling rod 16; Measuring equipment mainly is made up of annular sensor 7, displacement meter 2, displacement fixator 1, hydralic pressure gauge 13, and annular sensor 7 is enclosed within on the shoe 34; Displacement meter 2 is located at connecting rod 3, connecting rod 3 links to each other with outer drilling rod 16, and displacement meter 2 is positioned at displacement fixator 1 place, and displacement fixator 1 is fixedly connected with rig 18, displacement meter 2, displacement fixator 1 constitute displacement measuring device, measure the displacement of outer drilling rod 16 (driving analyzer 8); Hydralic pressure gauge 13 is located on the fixture type hydraulic jack 14.
The self-drilling mole mainly is made up of drill bit 9, interior drilling rod 17, outer drilling rod 16, interior drilling rod 17 is positioned at the outer drill pipe bore 29 of outer drilling rod 16, drill bit 9 is fixedlyed connected with the lower end of interior drilling rod 17, during driving, as shown in Figure 7, interior drilling rod 17 links to each other with borer drill rod 37 on the rig 18, and outer drilling rod 16 is linked to each other with rig 18 by connecting rod 3, fixed bar 38; Be provided with upper baffle ring 20 in the outer drilling rod 16, upper baffle ring 20 is provided with hole 19 (mud outlet), and interior drilling rod 17 is provided with upper position-arresting ring 21, and upper position-arresting ring 21 is positioned at the below of upper baffle ring 20, and the external diameter of upper position-arresting ring 21 is greater than the internal diameter of upper baffle ring 20; Outer drilling rod 16 is provided with that water pipe enters the hole, water pipe portals.
Described load plate is made up of inner panel 31, outside plate 32, and inner panel 31 is 16, and outside plate 32 is 8, and outside plate 32 is set in going up outer bulge loop 33, descend in the groove between the outer bulge loop 22 on the inner panel 31, and the external surface of outside plate 32 is smooth or matsurface 36.
The expanded radially charger mainly is made up of hydraulic pamp 4, water tank 5, water pipe 6, the input of hydraulic pamp 4 links to each other with water tank 5, the output of hydraulic pamp 4 is connected with an end of water pipe 6, and water pipe hole, the water pipe on the outer drilling rod 16 that the other end of water pipe 6 passes shoe 34 advances water pipe on hole, the outer drilling rod 16 and portal and communicate with hydraulic pressure chamber 35.
The Vertical loading device mainly is made up of fixture type hydraulic jack 14, U-shaped steel reaction frame 12, the upper end that the anchor clamps 15 that hoist of fixture type hydraulic jack 14 are clamped outer drilling rod 16, and U-shaped steel reaction frame 12 is positioned at the fixture type hydraulic jack 14 times.
Self-drilling original position friction test method of the present utility model (SBFST:self boring friction shear test) is actually the pressurementer test method of in-situ test modulus of deformation, and the test method of a kind of combination of the direct shear test method of indoor measurement shear strength.
Before test section, can be drilled to prebored hole 11 in advance by general drill bit; Then creep into from holing 10 at test section, analyzer is inserted into the predetermined test degree of depth, thereby avoids the disturbance soil body by the self-drilling drill bit; Weak soil and sand are adopted the drill bit that adapts respectively.The self-drilling mole can reduce soil disturbance in ground.
The self-drilling mole injects water under high pressure from ground in hydraulic pressure chamber 35 after getting into desired depth, rubber membrane is expanded, and by load plate vertical stress is delivered to surrounding soil again.Load plate is made with high-intensity stainless steel, therefore, imposes on the stress (q among Fig. 5 of the soil body on every side by analyzer
HBe the reaction force of the soil body to analyzer) be evenly distributed, distortion is consistent.
Load plate is divided into inner panel and outside plate, and is special by 16 and 8 high-intensity stainless steels respectively.Leave uniform little space between the outside plate, so that under the pressure of water under high pressure, outwards expand; Inner panel is also like this.In the process that expands, space between the inner panel and the space between the outside plate just misplace out, and destroy rubber membrane in the analyzer to prevent that the soil body from entering in addition.
Because the surface roughness of analyzer directly influences the frictional behavior at interface, so designed the load plate of the analyzer of different roughness.When practical application, determine to select for use load plate according to the surface roughness of works in the soil.This is very favourable to simulating the frictional force of works in the actual soil as pile peripheral friction force.As Fig. 5, shown in Figure 6, the load plate surface of the analyzer of Fig. 5 can be seen the steel pipe pile surface as; Because the load plate Surface Machining of the analyzer of Fig. 6 becomes concaveconvex shape, has enough roughness, so interface friction intensity at this moment can be thought the shear strength of soil.
Rubber membrane is expanded after the soil body applies vertical stress towards periphery by water under high pressure, apply axial force with hydraulic jack to analyzer, the coarse outside plate that the makes analyzer soil body towards periphery applies an axial shear stress, simultaneously read shear displacemant, read the size of shearing force according to the circular sensor at analyzer top according to displacement meter.Because the hydralic pressure gauge reading of hydraulic jack comprises the frictional force that does not have rubbing surface part and the soil body on drilling rod weight and analyzer weight and the analyzer, and circular sensor is just measured the shearing force and the analyzer weight of rubbing surface, therefore with the circular sensor reading as shearing force, the hydralic pressure gauge reading is reference.
Self-drilling original position friction test instrument adopts the load mode that loads step by step.In hydraulic pressure chamber (rubber chamber), inject water under high pressure by ground hydraulic pump, rubber membrane is expanded, by load plate vertical stress is delivered to surrounding soil again, make surrounding soil obtain an initial vertical stress (perpendicular to hole wall).The stress distribution that imposes on the soil body on every side by analyzer is even, and distortion is consistent.Vertical stress applies a shearing force (pulling force or thrust) by oil pressure pump, drilling rod to analyzer after reaching certain stress level.Shearing force is come control loaded speed by hydraulic jack by the mode of control shear displacemant.In applying the process of shearing force, it is constant to remain the vertical stress level.After having confirmed the shear stress peak value, apply the next stage vertical stress again, so repeat.By this multi-stage loading mode, can draw the relation of a series of vertical stress～deformation relationship, vertical stress～shear stress.Data such as vertical stress, shearing force, shear displacemant and pushing quantity change into numeral by data collecting instrument, are connected with computer again, gather, become figure automatically.
The data of gathering have: pushing quantity, water pushing pressure; Water pressure in the hydraulic pressure chamber; Vertical deviation (perpendicular to hole wall); Shearing force q
v(being parallel to hole wall); Shear displacemant.
The utility model adopts vertical stress and shear stress Combined Loading mode, and mechanics parameters such as native modulus of deformation, shear strength just can be systematically measured in a test.According to elastic-plastic mechanics theory,, under multistage vertical stress effect, can inquire into the modulus of deformation of a plurality of soil in conjunction with indoor and in situ test result; According to vertical stress and shear stress relation, can inquire into the shear strength parameter of soil.The utility model will be to improving native measuring accuracy, being significant for engineering construction provides rational design parameters.
Claims (6)
1. self-drilling original position fricting shearing instrument, it is characterized in that it comprises self-drilling mole, analyzer (8), expanded radially charger, Vertical loading device, measuring equipment, analyzer (8) is by descending shoe (26), last shoe (34) to link to each other with the outer drilling rod (16) of self-drilling mole, the water pipe of expanded radially charger (6) communicates with the hydraulic pressure chamber (35) of analyzer (8), and the anchor clamps that hoist (15) of Vertical loading device are clamped the upper end of outer drilling rod (16); Measuring equipment mainly is made up of annular sensor (7), displacement meter (2), displacement fixator (1), hydralic pressure gauge 13; Annular sensor (7) is enclosed within on the shoe (34); Displacement meter (2) is located at connecting rod (3), connecting rod (3) links to each other with outer drilling rod (16), displacement meter (2) is positioned at displacement fixator (1) to be located, and displacement fixator (1) is fixedly connected with rig (18), and hydralic pressure gauge (13) is located on the fixture type hydraulic jack (14).
2. self-drilling original position fricting shearing instrument according to claim 1, it is characterized in that: the self-drilling mole mainly is made up of drill bit (9), interior drilling rod (17), outer drilling rod (16), interior drilling rod (17) is positioned at the outer drill pipe bore (29) of outer drilling rod (16), drill bit (9) is fixedlyed connected with the lower end of interior drilling rod (17), during driving, interior drilling rod (17) links to each other with borer drill rod (37) on the rig (18), and outer drilling rod (16) is linked to each other with rig (18) by connecting rod (3), fixed bar (38); Be provided with upper baffle ring (20) in the outer drilling rod (16), upper baffle ring (20) is provided with hole (19), interior drilling rod (17) is provided with upper position-arresting ring (21), and upper position-arresting ring (21) is positioned at the below of upper baffle ring (20), and the external diameter of upper position-arresting ring (21) is greater than the internal diameter of upper baffle ring (20); Outer drilling rod (16) is provided with that water pipe enters the hole, water pipe portals.
3. self-drilling original position fricting shearing instrument according to claim 1, it is characterized in that: analyzer (8) is mainly by descending shoe (26), rubber membrane (30), load plate, last shoe (34) to form, for interior drilling rod hole and be provided with lower baffle ring (25), lower baffle ring (25) is provided with down hole (24) in the following shoe (26); The top of following shoe (26) is provided be threaded mouth, rubber membrane groove (28), expansion slot (27) from the inside to the outside successively; The interior drilling rod hole of shoe (26) is passed down in the lower end of interior drilling rod (17), and the lower position-arresting ring (23) on the interior drilling rod (17) is positioned at lower baffle ring (25) top, and the external diameter of lower position-arresting ring (23) is greater than the internal diameter of lower baffle ring (25); Following shoe (26) is threaded with the lower end of outer drilling rod (16) by the mouth that is threaded, and the lower end of rubber membrane (30) is pressed in the rubber membrane groove (28), and the lower end of load plate is positioned at expansion slot (27); In the last shoe (34) is outer drill rod thread connecting hole, last shoe (34) is provided with the water pipe hole, the bottom of last shoe (34) is provided with rubber membrane groove, expansion skewed slot from the inside to the outside successively, the upper end of rubber membrane (30) is pressed in the rubber membrane groove of shoe (34), the upper end of load plate is the inclined-plane, and the upper end of load plate is positioned at the expansion skewed slot; Be hydraulic pressure chamber (35) between rubber membrane (30) and the outer drilling rod (16).
4. self-drilling original position fricting shearing instrument according to claim 3, it is characterized in that: described load plate is made up of inner panel (31), outside plate (32), inner panel (31) is 16, outside plate (32) is 8, outside plate (32) is set in going up outer bulge loop (33), descend in the groove between the outer bulge loop (22) on the inner panel (31), and the external surface of outside plate (32) is smooth or matsurface (36).
5. self-drilling original position fricting shearing instrument according to claim 1, it is characterized in that: the expanded radially charger mainly is made up of hydraulic pamp (4), water tank (5), water pipe (6), the input of hydraulic pamp (4) links to each other with water tank (5), the output of hydraulic pamp (4) is connected with an end of water pipe (6), and the other end of water pipe (6) passes water pipe on the water pipe hole of shoe (34), the outer drilling rod (16) and advances water pipe on hole, the outer drilling rod (16) and portal and communicate with hydraulic pressure chamber (35).
6. self-drilling original position fricting shearing instrument according to claim 1, it is characterized in that: the Vertical loading device mainly is made up of fixture type hydraulic jack (14), U-shaped steel reaction frame (12), the anchor clamps that hoist (15) of fixture type hydraulic jack (14) are clamped the upper end of outer drilling rod (16), and U-shaped steel reaction frame (12) is positioned under the fixture type hydraulic jack (14).
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200620098198 CN200971493Y (en) | 2006-08-01 | 2006-08-01 | Self-drill in-situ friction shearing instrument |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200620098198 CN200971493Y (en) | 2006-08-01 | 2006-08-01 | Self-drill in-situ friction shearing instrument |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102620997A (en) * | 2012-04-12 | 2012-08-01 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN105067435A (en) * | 2015-08-07 | 2015-11-18 | 西南交通大学 | Soil in-suit boring shearing testing device |
| CN105133563A (en) * | 2015-08-25 | 2015-12-09 | 盐城工学院 | In-situ test method and device for rapidly determining shear strength of deep soil |
| CN106284273A (en) * | 2016-08-12 | 2017-01-04 | 东南大学 | A kind of resistance to plucking tested drag power feeler inspection device for evaluating sand liquefaction |
| CN106525596A (en) * | 2016-11-04 | 2017-03-22 | 东南大学 | Indoor testing device for reaction coefficients of lateral foundation bed under different stress paths |
| CN104458445B (en) * | 2014-12-08 | 2017-05-10 | 河南城建学院 | Shear test device and shear test method in in-situ soil body pore |
| CN107014695A (en) * | 2017-05-18 | 2017-08-04 | 中铁西北科学研究院有限公司 | A kind of horizontally base test of bearing capacity equipment and method of testing |
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| CN113533065A (en) * | 2021-07-15 | 2021-10-22 | 武汉吉欧信海洋科技股份有限公司 | In-situ soil external friction angle testing device and testing method |
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| CN102620997B (en) * | 2012-04-12 | 2014-06-04 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN102620997A (en) * | 2012-04-12 | 2012-08-01 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN104458445B (en) * | 2014-12-08 | 2017-05-10 | 河南城建学院 | Shear test device and shear test method in in-situ soil body pore |
| CN105067435A (en) * | 2015-08-07 | 2015-11-18 | 西南交通大学 | Soil in-suit boring shearing testing device |
| CN105133563A (en) * | 2015-08-25 | 2015-12-09 | 盐城工学院 | In-situ test method and device for rapidly determining shear strength of deep soil |
| CN106284273A (en) * | 2016-08-12 | 2017-01-04 | 东南大学 | A kind of resistance to plucking tested drag power feeler inspection device for evaluating sand liquefaction |
| CN106284273B (en) * | 2016-08-12 | 2018-03-20 | 东南大学 | It is a kind of be used to evaluating sand liquefaction test resistance to plucking drag power feeler inspection device |
| CN106525596A (en) * | 2016-11-04 | 2017-03-22 | 东南大学 | Indoor testing device for reaction coefficients of lateral foundation bed under different stress paths |
| CN106525596B (en) * | 2016-11-04 | 2019-06-21 | 东南大学 | Lateral bedding counter-force coefficient indoor test device under different stress paths |
| CN107014695A (en) * | 2017-05-18 | 2017-08-04 | 中铁西北科学研究院有限公司 | A kind of horizontally base test of bearing capacity equipment and method of testing |
| CN109187226A (en) * | 2018-09-06 | 2019-01-11 | 中煤科工集团西安研究院有限公司 | Preboring formula original position rock association formula measuring device and measuring method |
| CN109187226B (en) * | 2018-09-06 | 2021-05-28 | 中煤科工集团西安研究院有限公司 | Pre-drilling type in-situ rock mass combined measuring device and measuring method |
| CN113533065A (en) * | 2021-07-15 | 2021-10-22 | 武汉吉欧信海洋科技股份有限公司 | In-situ soil external friction angle testing device and testing method |
| CN113533065B (en) * | 2021-07-15 | 2022-03-11 | 武汉吉欧信海洋科技股份有限公司 | In-situ soil external friction angle testing device and testing method |
| WO2024179355A1 (en) * | 2023-02-27 | 2024-09-06 | 长安大学 | Device capable of in-situ cutting of soil in hole, and method for use thereof |
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