CN203894122U - Large in-situ shearing device for saturated soil body - Google Patents
Large in-situ shearing device for saturated soil body Download PDFInfo
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- CN203894122U CN203894122U CN201420014949.2U CN201420014949U CN203894122U CN 203894122 U CN203894122 U CN 203894122U CN 201420014949 U CN201420014949 U CN 201420014949U CN 203894122 U CN203894122 U CN 203894122U
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Abstract
The utility model discloses a large in-situ shearing device for a saturated soil body. The large in-situ shearing device is used for testing in-situ shearing strength of the saturated soil body. The large in-situ shearing device comprises a water immersing device and a shearing system. The water immersing device comprises a water immersing ring, a shearing box and medium-grained and fine-grained sand, wherein the size of a sample is controlled to be less than that of the shearing box by about 10mm, the shearing box is installed to ensure that the sample is centered, a gap between the shearing box and the sample is densely filled with the screened medium-grained and fine-grained sand, and thus a seepy material and a water immersing channel of the side wall of the sample are formed; the water immersing ring is sleeved outside the shearing box, and the sample is saturated by adding water. The shearing system comprises a vertical loading system and a horizontal shearing system, wherein the vertical loading system comprises a jack, a counterforce frame, a dynamometer and a displacement meter, and the horizontal shearing system comprises a jack, a dynamometer and a displacement meter. By improving a conventional large in-situ shearing test instrument, the large in-situ shearing device for the saturated soil body is simple in structure, low in price and capable of conveniently testing an in-situ strength indicator of the saturated soil body.
Description
Technical field
The utility model relates to and a kind ofly soaks in position the saturated soil body, and carries out the device of saturated soil in-situ Large Shear.
Background technology
C.A.Coulomb set up native Theory of Shear Strength in 1776, had introduced two shear strength parameters of cohesive strength and angle of internal friction, for classical soil mechanics has been established theoretical foundation.K.Terzaghi is after having set up soil mechanics subject at the beginning of last century, many scholars have carried out a large amount of experimental studies aspect the obtaining of shear strength parameter, and have also developed some indirectly acquiring methods.
Shop experiment is the most frequently used means of testing.Its advantage is that boundary condition is easy to control, and can take the multiple means such as direct shear test, triaxial test, ring shear test, torsion shear test to obtain the shear strength parameter under different conditions.Its shortcoming is mainly manifested in following 3 aspects: the one, and in the process of probing (or probing, exploratory shaft sinking) → sampling → packing → transportation → keeping → sample preparation → test, sample structure is often disturbed or is destroyed; The 2nd, indoor specimen size is less, has affected to a certain extent the objective representativeness of test findings; The 3rd, the soil body, except soil material, also comprised the weak structural planes such as joint, crack, and shop experiment sample is difficult to comprise these weak structural planes.Therefore,, in slope stability analysis and Geotechnical Engineering design, the intensive parameter that shop experiment obtains is difficult to direct application.
The home position testing method of directly measuring shearing strength mainly contains vane shear test, boring shear test and original position Large Shear test (hereinafter to be referred as the large scissor test of original position).Among three, the large scissor test of original position is widely used because it is adapted to various Rock And Soils.Compare with shop experiment, in-situ test method has advantages of that specimen size is large, little to structural disturbance, representative strong.But the large scissor test condition of current soil in-situ is all native state, also few for experience and the data accumulation of the large scissor test of the original position aspect of the saturated soil body.
Summary of the invention
(1) technical matters that will solve
In order to overcome, lab shear strength test is poor to the disturbance of sample structure, objective representativeness, size effect, and traditional original position shear test deficiency that is all native state, and the utility model utility model provides a kind of saturated soil in-situ Large Shear device.
(2) technical scheme
The utility model solves the technical scheme that its technical matters adopts and is to provide a kind of saturated soil in-situ Large Shear device, and it comprises immersion device and cutting system; Immersion device comprises immersion annulus, shear box and middle fine sand, and sample is placed in shear box, and middle fine sand is filled between shear box and sample densely, and immersion annulus is enclosed within shear box outside; Cutting system comprises Plumb load system and horizontal shear system; Plumb load system comprises the first lifting jack, reaction frame, the first dynamometer and the first displacement meter, reaction frame, the first dynamometer, the first lifting jack from top to bottom connect successively, the first lifting jack contacts with sample top, four angular contact of the movable head of the first displacement meter and sample top power transmission cover plate; Horizontal shear system comprises the second lifting jack, the second dynamometer and the second displacement meter, the second lifting jack one side and sample contacts side surfaces, opposite side is connected with the second dynamometer, and the second dynamometer contacts with hole wall, the movable head of the second displacement meter and the sidewall contact of shear box.
Wherein, the size of sample is less than the internal diameter of shear box.
Wherein, immersion annulus adopts light-duty thickening aluminum alloy materials, is shaped as cylindrical shape, and lower limb is processed into cutting edge shape.
Wherein, immersion circle diameter 80cm, high 50cm.
Wherein, shear box is the shear box that WBJL type original position is cut greatly instrument, and material is alloy steel, square, length of side 50cm.
Wherein, the first lifting jack, the second lifting jack are hand hydraulic jack, range 500kN.
Wherein, the first dynamometer, the second dynamometer are strain pressure transducer, range 500kN.
Wherein, the first displacement meter, the second displacement meter are tabular form displacement meter, range 50mm.
Immersion device is core of the present utility model, mainly comprises immersion annulus, shear box, middle fine sand.First sample preparation, specimen size is controlled at and is less than the about 10mm of shear box, shear box is installed, make sample placed in the middle, gap with the closely knit filling shear box of the middle fine sand after sieving and sample, form seepy material and the immersion passage of sample sidewall, then immersion annulus is enclosed within to shear box outside, add water and make sample saturated.
Immersion annulus adopts light-duty thickening aluminum alloy materials, has both alleviated weight, has guaranteed again due intensity; Immersion annulus be shaped as cylindrical shape, diameter 80cm, high 50cm, its lower limb (end opening) is processed into cutting edge shape, is beneficial to and is pressed in soil.
In addition, saturated soil in-situ Large Shear instrument also comprises the parts such as ground anchor type reaction frame, readout instrument, diesel engine.
(3) beneficial effect
The beneficial effects of the utility model are: on the natural main body original position of tradition Large Shear instrument basis, only increase an immersion annulus, and be aided with the cheap consumptive materials such as middle fine sand, water, can reach soil body immersion saturated, and carry out saturated soil in-situ Large Shear and test, the requirement of obtaining saturated soil in-situ Shear Strength Index.Compare with natural soil in-situ Large Shear test, carrying out single saturated soil in-situ Large Shear test is increasing seldom cost or is not substantially increasing under the prerequisite of cost, can obtain the indexs such as saturated soil in-situ shearing strength, the actual strength that reflects more objectively the saturated soil body, for geological research, water and soil analysis, engineering construction etc. provide true and reliable reference data.
Accompanying drawing explanation
Fig. 1 is according to the structural representation of saturation method embodiment after sample preparation of the present utility model.
Fig. 2 is according to the structural representation of the saturated rear sample preparation method of contrast scheme of the present utility model.
Fig. 3 is shear stress-shear displacemant curve map of cutting greatly according to saturated loess in situ of the present utility model.
Fig. 4 is according to the saturated shear strength of loess envelope line chart based on the large scissor test of saturated rear sample preparation method original position of the present utility model.
Wherein, 1: immersion annulus; 2: middle fine sand; 3: sample; 4: shear box; 5: water; 6: non-woven geotextile.
Embodiment
Below in conjunction with accompanying drawing and case study on implementation, the utility model is described in further detail.Following examples are only for the utility model is described, and do not limit protection domain of the present utility model.
Saturated soil in-situ Large Shear device of the present utility model, comprises immersion device and cutting system; Immersion device comprises immersion annulus 1, shear box 4 and middle fine sand 2; Cutting system comprises Plumb load system and horizontal shear system; Plumb load system comprises the first lifting jack, reaction frame, the first dynamometer and the first displacement meter; Horizontal shear system comprises the second lifting jack, the second dynamometer and the second displacement meter.Sample 3 is placed in shear box 4, and the size of sample 3 is less than the internal diameter of shear box 4, and middle fine sand 2 is filled between shear box 4 and sample 3 densely, and immersion annulus 1 is enclosed within shear box outside, and water 5 is arranged in immersion annulus 1.
The place of saturated soil in-situ Large Shear test of the present utility model is positioned at Yongjing County, Gansu Province black platform, the Late Pleistocene Loess that subjects is place.
(1) the basic physical index test of loess
Carry out before original position shear test, first sample the basic physical property index (referring to table 1) at indoor test loess, to soil nature is had to basic judgement.
Table 1 native state loess physical property index
(2) sample making technology
Except saturation method (referring to Fig. 1) after sample preparation of the present utility model, on-the-spot immersion has also adopted another set of contrast scheme (saturated rear sample preparation method while implementing, referring to Fig. 2), the annulus that is about to soak is enclosed within outside cylindrical earth pillar, earth pillar diameter is less than the about 20mm of immersion annulus, immersion saturated, then manufacture standard sample, start the saturated shear test of original position.Meanwhile, carried out the original position Large Shear test of the natural soil body, with Comprehensive Correlation immersion saturated of the present utility model and shear effect.
(1) sample preparation that becomes more meticulous
As shown in Figure 1, after sample preparation of the present utility model, saturation method is first soil sample to be cut into the square standard sample of length of side 49cm, high 27cm, then overlaps shear box 4, and sample 3 is filled with the middle fine sand 2 that sieves with the space of shear box 4.Finally outside shear box 4, put immersion annulus 1, water filling 5 is soaked saturated.
Saturated rear sample preparation method is as a comparison that loess is cut into than the cylindrical earth pillar of the little 20mm of immersion internal radius, put immersion annulus, make earth pillar placed in the middle, fill with the middle fine sand that sieves in space between sample and immersion annulus, immersion saturated, then remove immersion annulus, soil sample is trimmed to the square standard sample of length of side 49cm, high 27cm, be inserted in shear box, make sample placed in the middle.
(2) in, fine sand is filled
Before filling, need centering fine sand to sieve, bulky grain is removed, guarantee uniform particles; Between shear box and 4 samples 3, in the space of about 5mm, minute successively pour middle fine sand 3 for 5 times into, often fall after one deck with the rectangular steel ruler sand body that vibrates, make middle fine sand be full of densely space.
(3) immersion mode
After sample preparation of the present utility model, the water of saturation method enters sample through seepy material by sample side, and the water of saturated rear sample preparation method is most of vertically enters sample by sample upper surface, and small part is infiltrated by sample and the space of immersion annulus.For this reason, must control certain condition.
After sample preparation, in saturation method, control the water level of immersion between shear box end face and sample end face, to be advisable a little more than shear box end face, water will only enter by sample sidewall the object that sample reaches immersion saturated by middle fine sand like this.In saturated rear sample preparation method, after cutting, cylinder sample on sample top layer, lay the thick middle fine sand of 3-5cm, repave last layer non-woven geotextile 6, prevent water filling washing away specimen surface; Then be filled to the water surface and exceed the about 5cm of non-woven geotextile.
(3) loading environment is controlled
The large scissor test of original position needs strict controlled loading condition especially, comprises and controls loading grade, rate of loading, stabilized reference and shear rate etc.
Plumb load system comprises the first lifting jack, reaction frame, the first dynamometer and the first displacement meter; Horizontal shear system comprises the second lifting jack, the second dynamometer and the second displacement meter.In Plumb load system, reaction frame, the first dynamometer, the first lifting jack from top to bottom connect successively, and the first lifting jack contacts with sample top; Four angular contact of the movable head of the first displacement meter and sample top power transmission cover plate.
In horizontal shear system, the second lifting jack one side and sample contacts side surfaces, opposite side is connected with the second dynamometer, and the second dynamometer contacts with hole wall; The movable head of the second displacement meter and the sidewall contact of shear box.
The first lifting jack, the second lifting jack are hand hydraulic jack, range 500kN.The first dynamometer, the second dynamometer are strain pressure transducer, range 500kN.The first displacement meter, the second displacement meter are tabular form displacement meter, range 50mm.
(1) Plumb load condition is controlled
For preventing sample generation Sudden failure, and be beneficial to the deformation process that contrasts natural and saturated loess state, the Plumb load grade of two kinds of large scissor tests of water cut original position is controlled and is every grade of 5kN.When the rate of change of the first displacement meter (being vertical deviation meter) reading is decreased to 0.05mm/min and stablizes, can apply the vertical load of next stage.While being applied to afterbody lateral pressure, when the rate of change of the first displacement meter is no more than 0.05mm/h, can think that vertical distortion reaches stable, can start to shear.
(2) shearing loading environment controls
Keep predetermined lateral pressure constant, classification applies horizontal thrust fast, simulation consolidated quick shear condition.According to the shear failure power of estimating, determine that every grade of shearing force is 1kN or 2kN, read corresponding horizontal shear displacement.In loading procedure, horizontal pressure force meter reading increases always, and during to peak value, after pressurization several times, pressure gauge reading does not increase even sharply decline, thinks that the soil body now destroys.Control shear time is 10min.
(4) interpretation of result
(1) sample saturation effect
Moisture measurement stable according to the permeation rate in the long period and afterwards judges whether sample reaches capacity.7 samples by two kinds of saturation methods and different saturation time, soak full Contrast on effect as table 2.Table 2 shows, 1# sample adopts saturation method after sample preparation, progressive flooding after 3 days sample saturation degree be only 69.7%, requirement reaches capacity far away.The soaking time of 2# sample extends to 6 days, and the saturation degree after test reaches 93.2%, close to the saturated standard of shop experiment 95%.In order to contrast, 3 of saturated rear sample preparation method samples to be soaked 6 days simultaneously, the saturation degree after test is respectively 96.4%, 95.5% and 96.1%, has all surpassed 95%, and higher than the saturation degree of saturation method sample after sample preparation.Finally, with saturated rear sample preparation method, respectively to sample immersion 5 days and 7 days, after finding to soak 5 days, sample saturation degree is 94.4%, more lower slightly than 6 days sample saturation degrees of immersion, and 7 days sample saturation degrees of immersion are 95.5%, remain basically stable with 6 days sample saturation degrees of immersion.
The Contrast on effect of two kinds of immersion patterns of table 2
According to the analysis of above saturation degree, show as long as soaking time is enough, two kinds of immersion saturated patterns all can make the sample requirement that reaches capacity.Because the vertical perviousness of loess is greater than horizontal permeation, most of water of saturated rear sample preparation method is by vertically infiltrating the soil body, and after sample preparation, the water of saturation method only has side direction penetrating passage, therefore, under identical soaking time, the sample saturation degree of saturated rear sample preparation method will be higher than saturation method after sample preparation.Adopt 5 days above saturation degrees of saturated rear sample preparation method immersion all to approach the requirement of shop experiment to saturation degree, can do comparative analysis with the accordingly result of shop experiment.
(2) sample structure disturbance situation
The linear degree of intensity line and reasonably shear strength parameter can be as a kind of effective back analysis means of evaluating sample structure level of disruption.Strength of loess is subject to the impact of water cut very large, get that soaking time is identical for this reason, the immediate 3# of water cut, 4#, 5# sample after immersion, using the peak point of shear stress-shear displacemant curve (referring to Fig. 3) as hot spot, adopt graphical method to draw shearing strength line (referring to Fig. 4), after linear regression, try to achieve cohesive strength c=17.35kPa, angle of internal friction Φ=11.95 °, coefficient R 2=0.99, has good linear relationship.From this angle, saturated rear sample preparation method is little to sample structure disturbance.
But according to previous experiences, structural collapse after loess immersion, be subject to External Force Acting after excess pore water pressure sharply rise and liquefy.This has also obtained on-site verification: immersion loess is placed on palm, a little shake starchiness; In saturated rear sample preparation method, complete after immersion saturated, also will extract immersion annulus, cut sample, unless you give your whole attention to it with regard to disturbance the sample edge bulk immersion soil body, cause edge's soil body unfilled corner to be destroyed, even there is liquefaction phenomenon.Therefore, the sample preparation success ratio of saturated rear sample preparation method is very low, even if institute can the careful sample preparation in ground extremely to the greatest extent for experimenter, and also inevitable disturbance sample in large area.Comparatively speaking, after sample preparation, saturated rule has been avoided the disturbance to the saturated soil body, as long as extend the requirement that soaking time makes sample degree of reaching capacity, the test of carrying out with saturation method after sample preparation can reflect the actual strength of the saturated soil body more objectively.
(3) different tests condition shear strength parameter contrast
The shearing strength line of drawing according to the test findings of saturated rear sample preparation method 3#, 4#, 5# sample as shown in Figure 4, can obtain saturated shear strength of loess parameter, 3 large scissor tests of natural loess in situ, 1 group of representational indoor saturated loess consolidated quick shear test curve are also together illustrated in Fig. 4 simultaneously.As seen from Figure 4, cut and compare greatly with natural loess in situ, the c value that saturated loess in situ is cut is greatly down to 17.35kPa by 44.65kPa; And Φ value is down to 11.95 ° by 14.18 °, show that immersion is embodied in cohesive strength to the impact of intensity and angle of friction all can reduce.Original position is saturated consistent with the water cut of indoor saturated sample preparation, compares with the indoor saturated consolidated quick shear of representativeness, and the c value that saturated loess in situ is cut greatly increases about 4kPa, and Φ value increases by 3 ° of left and right.The reason that causes this result be the large scissor test of original position sample with test pits bottom loess in original bonding state, less compared with shop experiment disturbance, the more approaching reality of result.
(5) develop and analyze
(1) loess has water sensitivity, and saturated rear its shearing strength falls sharply, and this is also to cause loess slope and ground to meet the main reason of destroying after water.The saturated loess in situ Large Shear of research and development apparatus and method, obtain saturated strength of loess parameter, for analysis and calculation loess slope and foundation stability, have great theory significance and practical value.
(2) after saturated rear sample preparation method and sample preparation, saturation method all can make sample saturated, and it is feasible showing to carry out the saturated large scissor test of original position.But saturated rear sample preparation method causes sample disturbance often in sample preparation, has destroyed Soil Body, and success of the test rate is low, and after sample preparation, saturation method is little to soil sample disturbance, and success of the test rate is high, has good engineering feasibility.
(3) after employing sample preparation, saturation method soaks sample, and carries out the test of original position Large Shear, material simple and convenient, and implementation cost is cheap, is easy to promote.
Above-described embodiment is better embodiment of the present utility model; but embodiment of the present utility model is not restricted to the described embodiments; other any do not deviate from the change done under Spirit Essence of the present utility model and principle, substitutes, combination, simplify; all should be considered as equivalent substitute mode, within being included in protection domain of the present utility model.
Claims (8)
1. a saturated soil in-situ Large Shear device, comprises immersion device and cutting system; Immersion device comprises immersion annulus, shear box and middle fine sand, and sample is placed in shear box, and middle fine sand is filled between shear box and sample densely, and immersion annulus is enclosed within shear box outside; Cutting system comprises Plumb load system and horizontal shear system; Plumb load system comprises the first lifting jack, reaction frame, the first dynamometer and the first displacement meter, reaction frame, the first dynamometer, the first lifting jack from top to bottom connect successively, the first lifting jack contacts with sample top, four angular contact of the movable head of the first displacement meter and sample top power transmission cover plate; Horizontal shear system comprises the second lifting jack, the second dynamometer and the second displacement meter, the second lifting jack one side and sample contacts side surfaces, opposite side is connected with the second dynamometer, and the second dynamometer contacts with hole wall, the movable head of the second displacement meter and the sidewall contact of shear box.
2. saturated soil in-situ Large Shear device as claimed in claim 1, is characterized in that: the size of sample is less than the internal diameter of shear box.
3. the saturated soil in-situ Large Shear device as described in claim 1-2 any one, is characterized in that: immersion annulus adopts light-duty thickening aluminum alloy materials, is shaped as cylindrical shape, and lower limb is processed into cutting edge shape.
4. saturated soil in-situ Large Shear device as claimed in claim 3, is characterized in that: immersion circle diameter 80cm, high 50cm.
5. the saturated soil in-situ Large Shear device as described in claim 1-2 any one, is characterized in that: shear box is the shear box that WBJL type original position is cut greatly instrument, and material is alloy steel, square, length of side 50cm.
6. the saturated soil in-situ Large Shear device as described in claim 1-2 any one, is characterized in that: the first lifting jack, the second lifting jack are hand hydraulic jack, range 500kN.
7. the saturated soil in-situ Large Shear device as described in claim 1-2 any one, is characterized in that: the first dynamometer, the second dynamometer are strain pressure transducer, range 500kN.
8. the saturated soil in-situ Large Shear device as described in claim 1-2 any one, is characterized in that: the first displacement meter, the second displacement meter are tabular form displacement meter, range 50mm.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105203409A (en) * | 2015-10-15 | 2015-12-30 | 山东科技大学 | Rock mass site direct shear test method adopting anchoring pressure |
| 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 |
| CN107817173A (en) * | 2017-10-31 | 2018-03-20 | 华侨大学 | Raw-soil wall original position diagonal shear pilot system and its application method |
| CN110196194A (en) * | 2019-06-26 | 2019-09-03 | 四川冶金建筑工程质量检测有限公司 | A kind of large area field direct shear test equipment |
-
2014
- 2014-01-01 CN CN201420014949.2U patent/CN203894122U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105203409A (en) * | 2015-10-15 | 2015-12-30 | 山东科技大学 | Rock mass site direct shear test method adopting anchoring pressure |
| CN105203409B (en) * | 2015-10-15 | 2017-11-24 | 山东科技大学 | A kind of rock mass field direct shear test method for anchoring pressurization |
| 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 |
| CN107817173A (en) * | 2017-10-31 | 2018-03-20 | 华侨大学 | Raw-soil wall original position diagonal shear pilot system and its application method |
| CN107817173B (en) * | 2017-10-31 | 2023-10-20 | 华侨大学 | In-situ diagonal shear test system for raw soil wall and application method thereof |
| CN110196194A (en) * | 2019-06-26 | 2019-09-03 | 四川冶金建筑工程质量检测有限公司 | A kind of large area field direct shear test equipment |
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