CN204575465U - Portable soft layer in-situ direct shear tester - Google Patents
Portable soft layer in-situ direct shear tester Download PDFInfo
- Publication number
- CN204575465U CN204575465U CN201520258202.6U CN201520258202U CN204575465U CN 204575465 U CN204575465 U CN 204575465U CN 201520258202 U CN201520258202 U CN 201520258202U CN 204575465 U CN204575465 U CN 204575465U
- Authority
- CN
- China
- Prior art keywords
- counter
- force
- weak
- soft layer
- potable
- Prior art date
- Legal status (The legal status 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 status listed.)
- Expired - Fee Related
Links
Abstract
The utility model provides a portable weak layer area normal position direct shear test appearance, include: the reaction steel frame is internally provided with a test space; the shearing box is arranged in the testing space; one end of the horizontal loading oil cylinder acts on the counterforce steel frame, and the other end of the horizontal loading oil cylinder acts on the vertical side wall of the shearing box; and the vertical loading oil cylinder comprises a ball row, one end of the vertical loading oil cylinder acts on the top cover of the counter-force steel frame, and the other end of the vertical loading oil cylinder acts on the upper surface of the shearing box through the ball row. The utility model discloses can acquire the shear parameter in the weak layer area of undisturbed under the normal position condition fast on the scene, the result is more accurate, reliable, can be convenient for test the shear strength parameter in the weak layer area under the normal position condition. Additionally, the utility model discloses still have the characteristics that the structural style is succinct, easily operation, portable.
Description
Technical field
The utility model belongs to rock mechanical parameter field tests, particularly a kind of potable weak and soft layer band in-situ direct shear test instrument.
Background technology
Weak intercalations is the rock stratum in zonal arrangement that in rock mass, physico-mechanical properties is more weak relative to country rock, contains weak intercalated layer, fault belt, fault zone etc.In water power, railway, highway large-scale construction project, usually run into weak intercalations and the Geological Hazard such as slope instability, Tunnel Landslide caused, be the controlling boundary condition of engineering rock mass stability, be also one of key factor of engineering construction cost control simultaneously.Therefore, weak intercalations is the emphasis of all kinds of large-scale Geological Engineering research, and the intensive parameter of weak intercalations is the key mechanics parameter controlling Rock And Soil and upper part work buildings Against Sliding Stability.
Current acquisition weak intercalations " original state " sample is everlasting to explore in adit and is carried out.Normally obtain with sleeve at the scene, then with lifting jack, sample is pressed in shear box, or adopt artificial iron pick to sample.After excavation, by digging mode with off-load is loose affects, the sample of acquisition, very easily by disturbance, can not reflect the virtual condition of on-the-spot weak intercalations completely.Test in situ can measure intact weak intercalations intensive parameter relative to shop experiment, and sampling process can be avoided the disturbance of sample, and test value is more accurate, close to actual.
Direct shear apparatus develops based on classical rock-soil mechanics Coulomb block effect, the earliest and the most directly measure the major technique equipment of Rock And Soil and weak structural face shearing strength thereof and means of testing, test principle is basically identical, but instrument and equipment and research technique exist larger difference, especially in version and using method, there is bigger difference.
Most direct shear apparatus load cylinder selects fluid pressure type; Frame mainly comprises cased beam integral frame-type, column cased beam combined type etc.; Measuring system mainly contains mechanical type, sensor digital display type, computer automatic analysis collection etc.The on-the-spot test of weak intercalations intensive parameter, the testing equipment usually adopted is in-situ large scale shear test device, and it is higher to test site conditional request, and in addition, instrument is heavy, test length consuming time, limits the practical application effect of this kind equipment to a great extent.
Application number is the large-scale direct shear test equipment in a kind of coarse-grained soil scene that application discloses of CN2014101201243.This utility model belongs to rock-soil mechanics site test parametric measurement technical field, relates to the on-the-spot large-scale direct shear test equipment of a kind of coarse-grained soil.This on-the-spot large-sized experiment equipment comprises counterforce device, vertical load cylinder, horizontal addload oil cylinder, test macro, shear box.Adopt machine excavation with hand excavation, repair the mode combined, prepare wedge shape knoll (earthen platform) of undisturbed required size, counter-force is provided from load by country rock, and the stress-type quick shear test under adopting bulb flat stacking to carry out the natural aqueous state of on-the-spot coarse-grained soil.But this utility model belongs to Large Shear testing equipment, equipment is heavy, carry inconvenience, and experimentation cost is higher, requires also higher, be not easy to carry out test in situ in a large number to work-yard.And required counter-force is comparatively large, required country rock is higher from load, and reaction beam is not easily installed.
Application number is that the utility application of CN200710025380.4 discloses a kind of portable field and indoor dual-purpose direct shear test instrument and sampling and testing method thereof.This test instrument comprises sampling equipment, system is cut in mobile vertical loading system and horizontal stretch-draw, rigid frame and cross cutting box are together imbedded in the on-the-spot soil body of needs test, again the soil body entirety comprising rigid frame and cutting box is dug out, obtain the globality sample that disturbance is less, acquired globality sample is put in the rigid frame base be fixed on boxed frame, vertical force is applied by the vertical loading system of movable type be arranged on boxed frame, adopt the intensity of the stretch-draw cutting box test soil body, the volume change of sample vertical direction can not be limited in process of the test.This method of testing will be cut mode and be changed into flexible stretching mode by rigidity pushing tow, overcome rigid contact shear box friction problem, and in process of the test, pressure at right angle can not be eccentric to adopt portable press perpendicular system to guarantee, thus improve measuring accuracy.But this utility model needs sample entirety to dig out, and does not belong to in-situ test; And flexible stretching mode pulling force is less, level easily by disturbance eccentric force, is difficult to the accuracy requirement meeting weak intercalations strength test to pulling force.
Visible, also lack quick, economic, portable weak intercalations in-situ direct shear test equipment at present, therefore weak intercalations in-situ test is mostly limited to prospecting cost and drops in larger large-scale, mega-construction project, and numerous engineering constructions mainly still relies on shop experiment parameter and designer's experience to obtain intensive parameter, lack the support of test in situ data, be difficult to the needs meeting modern construction.
Utility model content
The purpose of this utility model is, provides a kind of potable weak and soft layer band in-situ direct shear test instrument, and to solve in prior art, the conventional general quality of original position direct shear apparatus is large, experimentation cost is high, entirety is non-dismountable, inconvenient technical matters is carried in transport.
First aspect of the present utility model provides a kind of potable weak and soft layer band in-situ direct shear test instrument, comprising: counter-force steelframe, and counter-force steelframe inside forms the test space; Shear box, is arranged in the test space; Horizontal addload oil cylinder, one end acts on counter-force steelframe, and the other end acts in the vertical side walls of shear box; Vertical load cylinder, comprise ball row, one end of vertical load cylinder acts on the top cover of counter-force steelframe, and the other end acts on the upper surface of shear box by ball row.
Preferably, between the other end of horizontal addload oil cylinder and shear box, be provided with the first bearing plate being with groove, between the other end of vertical load cylinder and shear box, be provided with the second bearing plate being with groove.
Preferably, vertical load cylinder also comprises upper cover and dividing plate, and upper cover, ball row and dividing plate from top to bottom set gradually.
Preferably, square shear box inside is formed for placing cutting ring and the cylindrical space identical with the external diameter of cutting ring.
Preferably, potable weak and soft layer band in-situ direct shear test instrument also comprises porous-stone and filter paper, and porous-stone and filter paper are arranged between dividing plate and the upper surface of shear box.
Preferably, potable weak and soft layer band in-situ direct shear test instrument also comprises the sensor for measuring dividing plate and shear box displacement, and sensor is connected with computer data acquisition system.
Preferably, counter-force steelframe is four post two-plate counter-force steelframes, the top cover of four post two-plate counter-force steelframes is welded with girt strip, and the both sides corresponding with horizontal addload oil cylinder of four post two-plate counter-force steelframes are steel plate, and all the other both sides of four post two-plate counter-force steelframes are in open state.
Preferably, counter-force steelframe also comprises the counter-force seat for being fixedly connected with rocky ground, and the lower end of each column of four post two-plate counter-force steelframes is all provided with a counter-force seat.
Preferably, counter-force seat is fixed on rocky ground by expansion bolt.
The weak intercalations shear strength parameter that the utility model is undisturbed under on-the-spotly can testing in-situ condition fast, result is more accurate, reliable.In addition, the utility model also have structural shape succinct, be easy to operation, portable feature.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model;
Fig. 2 is vertical view of the present utility model;
Fig. 3 is the structural representation of the top cover of counter-force steelframe;
Fig. 4 is the structural representation of shear box;
Fig. 5 is sample in situ sample making course schematic diagram.
Reference numeral in figure: 1, counter-force steelframe; 2, shear box; 3, horizontal addload oil cylinder; 4, vertical load cylinder; 5, ball row; 6, the first bearing plate; 7, the second bearing plate; 8, dividing plate; 9, cutting ring; 11, girt strip; 12, weak intercalations; 13, force-transmitting pole; 14, absorb water filter house; 15, upper cover; 16, expansion bolt; 17, rocky ground; 18, the 3rd bearing plate; 19, the 4th bearing plate; 21, leave a blank; 22, steel plate; 23, sensor; 24, shear surface.
Embodiment
Ultimate principle of the present utility model proposes, according to Coulomb strength criterion based on classical rock-soil mechanics coulomb principle
wherein, τ
frefer to the shearing strength (kPa) of Rock And Soil, σ is the normal pressure (kPa) acted on shear surface,
refer to the angle of internal friction (°) of Rock And Soil, c refers to the cohesion (kPa) of Rock And Soil, by with shearing strength τ
ffor ordinate, pressure at right angle σ is horizontal ordinate, draws shearing strength τ
fwith the relation curve of pressure at right angle σ, paint according to the upper each point of figure the straight line that looks survey, the inclination angle of straight line is the angle of internal friction of soil
the intercept of straight line on axis of ordinates is the cohesive strength c of soil.The utility model in the vertical direction applies a constant load, and apply horizontal applied force, when there is the relative changing of the relative positions in shear box, sample shear damage (in this test general displacement be greater than 4mm be considered as sample destruction), now namely the shearing of sample is soil classifiction τ
f.
Please refer to Fig. 1 to Fig. 5, the utility model provides a kind of potable weak and soft layer band in-situ direct shear test instrument, comprising: counter-force steelframe 1, and counter-force steelframe 1 inside forms the test space; Shear box 2, is arranged in the test space; Horizontal addload oil cylinder 3, one end acts on counter-force steelframe 1, and the other end acts in the vertical side walls of shear box 2; Vertical load cylinder 4, comprise ball row 5, one end of vertical load cylinder 4 acts on the top cover of counter-force steelframe 1, and the other end acts on the upper surface of shear box 2 by ball row 5.Such as, horizontal addload oil cylinder 3 and vertical load cylinder 4 all can utilize hydraulic jack to realize, and obviously, also can adopt other forms of load cylinder.
Preferably, the upper end of vertical load cylinder 4 is acted on the top cover of counter-force steelframe 1 by force-transmitting pole 13.Sample in situ in shear box 2 can be made when shearing by ball row 5, sample produces displacement by level to shearing force, meanwhile, can also make vertical load cylinder 4 in test process, apply vertical acting force all the time to sample in situ.
Potable weak and soft layer band in-situ direct shear test instrument in the utility model is Whole-dismountable, during use, by counter-force steelframe 1, shear box 2, horizontal addload oil cylinder 3 and vertical load cylinder 4 etc. assemble at the scene, counter-force steelframe 1 is utilized to provide counter-force to support for horizontal addload oil cylinder 3 and vertical load cylinder 4, like this, the shearing force of test can be applied to the sample in situ in shear box 2 by horizontal addload oil cylinder 3, and apply vertical power by vertical load cylinder 4 to sample in situ, with the quasiprimitive vertical stress of mould, sample in situ is made more to press close to original stress, thus, the weak intercalations parameters of shear resistant that the utility model is undisturbed under on-the-spotly can testing in-situ condition fast, result is more accurate, reliably.In addition, the utility model also have structural shape succinct, be easy to operation, portable feature.
Preferably, between the described other end of horizontal addload oil cylinder 3 and shear box 2, be provided with the first bearing plate 6 being with groove, between the described other end of vertical load cylinder 4 and shear box 2, be provided with the second bearing plate 7 being with groove.Preferably, between described one end of horizontal addload oil cylinder 3 and counter-force steelframe 1, be provided with the 3rd bearing plate 18, between described one end of vertical load cylinder 4 and counter-force steelframe 1, be provided with the 4th bearing plate 19.
Preferably, vertical load cylinder 4 also comprises upper cover 15 and dividing plate 8, and upper cover 15, ball row 5 and dividing plate 8 from top to bottom set gradually.In shear history, sample in situ obtains by ball row 5 acting force applied from vertical load cylinder 4 all the time, meanwhile, under the effect that dividing plate 8 arrange at ball, moves, thus can not hinder sample in situ moving horizontally when shearing along horizontal aspect.
Preferably, square shear box 2 inside is formed for placing cutting ring 9 and the cylindrical space identical with the external diameter of cutting ring 9.Preferably, square shear box 2 is the steel construction adopting die casting square-outside and round-inside, and its outside height about 3.0cm, length and width is 10cm, and the diameter of cylindrical space is 6.5cm.Preferably, cutting ring 9 can select Sampling Area 30cm
2cutting ring, internal diameter size is 61.8mm, and external diameter is 65mm, thick about 0.3mm, blade angle 10 °.
Preferably, potable weak and soft layer band in-situ direct shear test instrument also comprises porous-stone and filter paper, and porous-stone and filter paper are arranged between the upper surface of dividing plate 8 and shear box 2.Wherein, in Fig. 1 and Fig. 4, porous-stone and filter paper form water suction filter house 14 altogether.
Preferably, potable weak and soft layer band in-situ direct shear test instrument also comprises the sensor 23 for measuring dividing plate 8 and shear box 2 displacement, and sensor 23 is connected with computer data acquisition system.More preferably, sensor 23 is installed in the first bearing plate 6 or the second bearing plate 7.Preferably, before test, must normally run the friction force of generation to vertical and horizontal addload testing of oil cylinder and assembly gravity is demarcated, to deduct when achievement arranges, make test result more accurate.
Preferably, counter-force steelframe 1 is four post two-plate counter-force steelframes, the top cover of four post two-plate counter-force steelframes is welded with girt strip 11, and the both sides corresponding with horizontal addload oil cylinder 3 of four post two-plate counter-force steelframes are steel plate, and all the other both sides of four post two-plate counter-force steelframes are in open state.Preferably, the thick about 20mm of both sides steel plate.Like this, test observation, handling and adjustment is convenient to.In a preferred embodiment, four post two-plate counter-force steelframes select thick about 20mm standard steel plate to cut into 3 block plates 22, fix along long limit steel screw between two, and at four post two-plate counter-force steelframe top cover welding girt strips to increase the rigidity of structure, both sides corresponding with horizontal addload oil cylinder 3, bottom are steel plate, both sides are formed and leave a blank 21, so that test observation, handling and adjustment in addition.
Preferably, counter-force steelframe 1 also comprises the counter-force seat for being fixedly connected with rocky ground, and the lower end of each column of four post two-plate counter-force steelframes is all provided with a counter-force seat.Preferably, counter-force seat is fixed on rocky ground 17 by expansion bolt 16.Like this, in being rigidly connected between counter-force steelframe 1 and rocky ground, to make counter-force steelframe 1 firmly and enough vertical and level can be provided to counter-force.Preferably, counter-force seat is formed with fixed orifice, its aperture is 11mm, and itself and rocky ground lock by available general 10mm expansion bolt, in being rigidly connected, to make test steel frame construction firmly and enough vertical and level can be provided to counter-force.
The utility model is when testing, adopt the mode of hand excavation, finishing, by in cutting ring 9 entirety press-in weak intercalations, thus undisturbed cylindric sample in situ can be prepared, and adopt horizontal addload oil cylinder 3 and vertical load cylinder 4 (such as, the two can be small-sized oil cylinder) implement flat stacking, to carry out quick shear test under the natural aqueous state of on-the-spot original position, have structural shape succinct, be easy to operation, portable feature, on-the-spot test can obtain weak intercalations parameters of shear resistant undisturbed under in-situ condition, result is more accurate, reliably.Wherein, the Reference numeral 24 in Fig. 5 represents the shear surface sheared and formed.
The natural direct shear test of weak intercalations original position completed by the utility model embodiment can be obtained reliably, closer to real test figure.In addition, the utility model also has Whole-dismountable, sample cut the features such as constant, usable range is wide.When conditions permit, water soaking of manually can satisfying in testing pits, carries out the full water fast direct scissor test of weak intercalations.
Compared with prior art, the beneficial effects of the utility model are: (1) equipment set structure is simple, and easy to operate, a whole set of instrument can load in a box frame, and volume is little, is easy to carry and safeguards; (2) truly can be reflected the virtual condition of on-the-spot weak intercalations by in-situ test, test value more presses close to field condition; (3) less demanding to test site, decrease excavated volume, greatly reduce experimentation cost.
The foregoing is only preferred embodiment of the present utility model; not in order to limit the utility model; all do within spirit of the present utility model and principle any amendment, equivalent to replace and improvement etc., all should be included within protection domain of the present utility model.
Claims (9)
1. a potable weak and soft layer band in-situ direct shear test instrument, is characterized in that, comprising:
Counter-force steelframe (1), described counter-force steelframe (1) inside forms the test space;
Shear box (2), is arranged in the described test space;
Horizontal addload oil cylinder (3), one end acts on described counter-force steelframe (1), and the other end acts in the vertical side walls of described shear box (2);
Vertical load cylinder (4), comprise ball row (5), one end of described vertical load cylinder (4) acts on the top cover of described counter-force steelframe (1), and the other end acts on the upper surface of described shear box (2) by described ball row (5).
2. potable weak and soft layer band in-situ direct shear test instrument according to claim 1, it is characterized in that, be provided with the first bearing plate (6) being with groove between the described other end of described horizontal addload oil cylinder (3) and described shear box (2), between the described other end of described vertical load cylinder (4) and described shear box (2), be provided with the second bearing plate (7) being with groove.
3. potable weak and soft layer band in-situ direct shear test instrument according to claim 1, it is characterized in that, described vertical load cylinder (4) also comprises upper cover (15) and dividing plate (8), and described upper cover (15), described ball row (5) and described dividing plate (8) from top to bottom set gradually.
4. potable weak and soft layer band in-situ direct shear test instrument according to claim 1, it is characterized in that, square described shear box (2) inside is formed for placing cutting ring (9) and the cylindrical space identical with the external diameter of described cutting ring (9).
5. potable weak and soft layer band in-situ direct shear test instrument according to claim 3, it is characterized in that, described potable weak and soft layer band in-situ direct shear test instrument also comprises porous-stone and filter paper, and described porous-stone and filter paper are arranged between the upper surface of described dividing plate (8) and described shear box (2).
6. potable weak and soft layer band in-situ direct shear test instrument according to claim 1, it is characterized in that, potable weak and soft layer band in-situ direct shear test instrument also comprises the sensor (23) for measuring dividing plate (8) and shear box (2) displacement, and described sensor (23) is connected with computer data acquisition system.
7. potable weak and soft layer band in-situ direct shear test instrument according to claim 1, it is characterized in that, described counter-force steelframe (1) is four post two-plate counter-force steelframes, the top cover of described four post two-plate counter-force steelframes is welded with girt strip (11), the both sides corresponding with described horizontal addload oil cylinder (3) of described four post two-plate counter-force steelframes are steel plate, and all the other both sides of described four post two-plate counter-force steelframes are in open state.
8. potable weak and soft layer band in-situ direct shear test instrument according to claim 7, it is characterized in that, described counter-force steelframe (1) also comprises the counter-force seat for being fixedly connected with rocky ground, and the lower end of each column of described four post two-plate counter-force steelframes is all provided with a described counter-force seat.
9. potable weak and soft layer band in-situ direct shear test instrument according to claim 8, it is characterized in that, described counter-force seat is fixed on described rocky ground by expansion bolt.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520258202.6U CN204575465U (en) | 2015-04-27 | 2015-04-27 | Portable soft layer in-situ direct shear tester |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520258202.6U CN204575465U (en) | 2015-04-27 | 2015-04-27 | Portable soft layer in-situ direct shear tester |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN204575465U true CN204575465U (en) | 2015-08-19 |
Family
ID=53868084
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201520258202.6U Expired - Fee Related CN204575465U (en) | 2015-04-27 | 2015-04-27 | Portable soft layer in-situ direct shear tester |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN204575465U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104807706A (en) * | 2015-04-27 | 2015-07-29 | 中国地质科学院探矿工艺研究所 | Portable soft and weak layer in-situ direct shear tester and testing method thereof |
| CN105928791A (en) * | 2016-05-04 | 2016-09-07 | 三峡大学 | Method of in-situ measurement of upper rock mass stress and in-situ direct shear test for weak intercalated layer between rock mass layers |
| CN106153475A (en) * | 2016-06-22 | 2016-11-23 | 西安科技大学 | The shearing test device of a kind of soil body shear band and shearing test method |
| CN106198255A (en) * | 2016-06-22 | 2016-12-07 | 西安科技大学 | Soil body shearing test device and shearing test method under a kind of confined pressure state |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN116087003A (en) * | 2022-12-30 | 2023-05-09 | 中国电建集团中南勘测设计研究院有限公司 | Method for testing in-situ deformation modulus of rock mass by virtue of strong weathering and strong unloading of shallow surface part of rock slope |
-
2015
- 2015-04-27 CN CN201520258202.6U patent/CN204575465U/en not_active Expired - Fee Related
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104807706A (en) * | 2015-04-27 | 2015-07-29 | 中国地质科学院探矿工艺研究所 | Portable soft and weak layer in-situ direct shear tester and testing method thereof |
| CN105928791A (en) * | 2016-05-04 | 2016-09-07 | 三峡大学 | Method of in-situ measurement of upper rock mass stress and in-situ direct shear test for weak intercalated layer between rock mass layers |
| CN105928791B (en) * | 2016-05-04 | 2018-11-30 | 三峡大学 | Rock mass interlayer weak intercalated layer base sample sample field direct shear test method |
| CN106153475A (en) * | 2016-06-22 | 2016-11-23 | 西安科技大学 | The shearing test device of a kind of soil body shear band and shearing test method |
| CN106198255A (en) * | 2016-06-22 | 2016-12-07 | 西安科技大学 | Soil body shearing test device and shearing test method under a kind of confined pressure state |
| CN106198255B (en) * | 2016-06-22 | 2018-11-06 | 西安科技大学 | Soil body shearing test device and shearing test method under a kind of confining pressure state |
| CN106153475B (en) * | 2016-06-22 | 2018-11-06 | 西安科技大学 | A kind of shearing test device and shearing test method of soil body shear band |
| CN108375504A (en) * | 2018-01-25 | 2018-08-07 | 河海大学 | A kind of anchorage formula reaction frame experimental rig suitable for underground space structure |
| CN116087003A (en) * | 2022-12-30 | 2023-05-09 | 中国电建集团中南勘测设计研究院有限公司 | Method for testing in-situ deformation modulus of rock mass by virtue of strong weathering and strong unloading of shallow surface part of rock slope |
| CN116087003B (en) * | 2022-12-30 | 2024-02-20 | 中国电建集团中南勘测设计研究院有限公司 | Method for testing in-situ deformation modulus of rock mass by virtue of strong weathering and strong unloading of shallow surface part of rock slope |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104807706A (en) | Portable soft and weak layer in-situ direct shear tester and testing method thereof | |
| CN204575465U (en) | Portable soft layer in-situ direct shear tester | |
| CN103398861B (en) | A kind of true triaxial rockburst physical simulation experiment system for deep-lying tunnel | |
| CN206512764U (en) | A kind of horizontally loading test system for applying vertical load in stake top | |
| CN103806906B (en) | Rock/upper boring in-situ testing device and method | |
| Lam | Ground movements due to excavation in clay: physical and analytical models | |
| CN105887946B (en) | A kind of laboratory testing rig of Model Pile Combined load | |
| CN103063335B (en) | Three-dimensional geological survey testing method of deep portion crustal stress based on loading monitoring data | |
| CN110346216A (en) | Three axis load testing machine of coal and rock and method in the case of a kind of simulation driving disturbance | |
| CN106950070A (en) | Experimental rig for rectangular top pipe jacking construction Whole Process Simulation | |
| CN202947934U (en) | In-situ experimental device in refuse dump in strip mine | |
| CN110261234B (en) | Fractured rock mass separation layer anchoring control simulation test device and method | |
| CN109975117B (en) | Push pipe experiment box and experiment method | |
| CN103983490A (en) | Preparation method of disturbed belt sample for reflecting stress state of primary rock | |
| CN106018123A (en) | Anchoring-type rock-soil-mass in-situ direct-shearing test device | |
| CN105928791A (en) | Method of in-situ measurement of upper rock mass stress and in-situ direct shear test for weak intercalated layer between rock mass layers | |
| CN108562501A (en) | One kind being suitable for Rock And Soil in-situ direct shear test device and method in tunnel | |
| CN110245426B (en) | Finite element refined simulation method for pipe gallery structure pipe jacking construction | |
| Oyanguren et al. | Stability analysis of Llerin Rockfill Dam: An in situ direct shear test | |
| CN113536414B (en) | Rock slope stability analysis method, system and medium based on three-dimensional modeling | |
| CN108051304A (en) | A kind of experimental provision and experimental method at multifunction three-dimensional visual structure interface | |
| CN201901865U (en) | Water and soil pressure testing device for soft soil foundation pits | |
| CN109441537B (en) | Design method for coal mine underground reservoir coal pillar dam body | |
| Meng et al. | Three-dimensional numerical modeling and roof deformation analysis of yuanjue cave based on point cloud data | |
| CN203393753U (en) | True triaxial rock burst physical simulation test system for deep-buried tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150819 Termination date: 20170427 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |