CN207300760U - A kind of large-scale triaxial shear test device in situ - Google Patents
A kind of large-scale triaxial shear test device in situ Download PDFInfo
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- CN207300760U CN207300760U CN201721170093.8U CN201721170093U CN207300760U CN 207300760 U CN207300760 U CN 207300760U CN 201721170093 U CN201721170093 U CN 201721170093U CN 207300760 U CN207300760 U CN 207300760U
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- 238000012360 testing method Methods 0.000 title claims abstract description 30
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 21
- 239000002775 capsule Substances 0.000 claims description 12
- 238000006243 chemical reaction Methods 0.000 claims description 7
- 230000005540 biological transmission Effects 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 3
- 230000006978 adaptation Effects 0.000 claims description 2
- 238000010008 shearing Methods 0.000 abstract description 9
- 238000005516 engineering process Methods 0.000 abstract description 4
- 238000011160 research Methods 0.000 abstract description 4
- 238000010276 construction Methods 0.000 abstract description 3
- 238000013461 design Methods 0.000 abstract description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000013401 experimental design Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000007634 remodeling Methods 0.000 description 1
- 238000007660 shear property test Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
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- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The utility model discloses a kind of large-scale triaxial shear test device in situ, belong to mechanical property testing technology native in geotechnical engineering field.The present apparatus includes sample（10）, confined pressure system（20）, lateral pressure system（30）, counter force system（40）And automatic data acquisition system (ADAS)（50）；In confined pressure system（20）Inside it is provided with sample（10）, in confined pressure system（20）Upper and lower be respectively arranged with lateral pressure system（30）And counter force system（40）, automatic data acquisition system (ADAS)（50）Vertical deviation meter be arranged on sample（10）It is interior.Compared with prior art, the utility model can keep sample prototype structure；Confined pressure can be applied to sample, reproduce the in-situ stress field for surveying the soil body；The soil body can be made to be destroyed along its most plane of weakness；Specimen size is big, and reducing dimensional effect influences.The utility model research the soil body shearing strength problem on have the characteristics that truly it is comprehensive, test data is reliable, can provide sound assurance for the design and construction in geotechnical engineering field.
Description
Technical field
The utility model belongs to mechanical property testing technology native in geotechnical engineering field, more particularly to a kind of large-scale original position
Triaxial shear test device, the measure especially suitable for soil sample in situ mechanics parameter in the case where applying confined pressure state.
Background technology
In order to obtain coarse grain soil strength, domestic and international multiple colleges and universities and scientific research institutions are directed to studying large-scale examination
Equipment, such as large-scale indoor triaxial shear test device, large-scale indoor (original position) direct shear test device etc. are tested, though achieve plentiful and substantial
Achievement, guarantee is provided to coarse-grained soil understanding and research, but still suffers from following shortcoming：
1st, large-scale indoor triaxial shear test device is only capable of carrying out soil body remodeling sample mechanical test, can not fully represent engineering
Mechanical property under point coarse-grained soil prototype structure feature；
2nd, large-scale in-situ direct shear test device is only capable of carrying out mechanical test along predetermined horizontal plane, and shear surface is not the soil body
Weak face, thus result of the test can not reflect the true shearing strength performance of the soil body.
Utility model content
The purpose of this utility model be that overcome above-mentioned existing experiment there are the defects of, there is provided a kind of large-scale three axis in situ
Shearing test device and its method；Involved large-scale triaxial shear test device in situ is especially suitable for applying under confined pressure state
Triaxial shear test, meet that specimen size is big, on-fixed shear surface, simulates real stress state, can be engineering design with
Construction provides more accurate test data；The utility model precision is high, while the present apparatus is simple in structure, easy to assemble, operation letter
Just, general geo-technology personnel can grasp the short time.
To achieve the above object, the utility model uses following technical proposals：
First, large-scale triaxial shear test device (abbreviation device) in situ
The present apparatus includes sample, confined pressure system, lateral pressure system, counter force system and automatic data acquisition system (ADAS)；
Sample is provided with confined pressure system, lateral pressure system and counter-force are respectively arranged with the upper and lower of confined pressure system
System, the vertical deviation meter of automatic data acquisition system (ADAS) are arranged in sample.
2nd, large-scale triaxial shear test method (abbreviation method) in situ
This method comprises the following steps：
1. selection is prepared into diameter height as 1 without disturbance and the representative soil body in situ in the dell of excavation：
2 cylinder；
2. preparing ground anchorage, counter force system, confined pressure system and pressure at right angle system equipment, turn-on data are installed successively and adopted
Collect flow；
3. being full of water between hydraulic pressure capsule and pressure chamber outer wall by controlling hydraulic cylinder to make, and enclosed by experimental design requirement application
Pressure；
4. axial compressive force is applied to soil sample by pressurizing jack, by controlling the application confined pressure duration and passing through control
Axial compressive force applies speed, and experiment is cut to carry out consolidation draining, consolidation not draining or non-fixation and non-drainage shear；
Under the conditions of 5. automatic data acquisition system records each confined pressure 100kPa, 200kPa and 400kPa, axial compressive force, displacement
Change with time, calculate shearing strength and cohesive strength c, internal friction angleValue.
Compared with prior art, the utility model has the advantages that：
The in-situ stress field of the surveyed soil body；
3. the soil body can be made to be destroyed along its most plane of weakness；
4. specimen size is big, reducing dimensional effect influences.
In short, the utility model has the characteristics that true comprehensive, test data in the shearing strength problem of the research soil body
Reliably, sound assurance can be provided for the design and construction in geotechnical engineering field.
Brief description of the drawings
Fig. 1 is the block diagram of the present apparatus；
Fig. 2 is the structural front view of the present apparatus；
Fig. 3 is the structure top view of the present apparatus；
Fig. 4 is the structural front view of confined pressure system；
Fig. 5 is the graph of a relation of shear stress and normal stress.
In figure：
10-sample；
20-confined pressure system,
21-balancing gate pit,
211-pressure chamber upper cover, 212-pressure chamber wall, 213-balancing gate pit bottom cover；
22-penstock, 23-hydraulic cylinder, 24-pressure gauge, 25-hydraulic pressure capsule；
30-lateral pressure system,
31-pressurizing jack, 32-transmission rod, 33-lateral pressure plate, 34-pressure sensor；
40-counter force system,
41-triatic stay, 42-vertical strut, 43-reaction plate,
44-fix bottom plate, 45-ground anchorage；
50-automatic data acquisition system (ADAS),
51st, 52,53,54,55-the 1,2,4,4,5 vertical deviation meter,
56-data acquisition device.
Embodiment
Describe in detail with reference to the accompanying drawings and examples：
First, device
1st, it is overall
Such as Fig. 1-4, the present apparatus includes sample 10, confined pressure system 20, lateral pressure system 30, counter force system 40 and automatic number
According to acquisition system 50；
Sample 10 is provided with confined pressure system 20, lateral pressure system is respectively arranged with the upper and lower of confined pressure system 20
30 and counter force system 40, the vertical deviation meter of automatic data acquisition system (ADAS) 50 be arranged in sample 10.
2nd, functional component
1) sample 10
Sample 10 be a kind of selection in the test pit of excavation without disturbance and the representative soil body in situ, be prepared into straight
Footpath：Highly=1：2 cylinder, generally 300 × 600mm or 200 × 400mm.
2) confined pressure system 20
Such as Fig. 1,2,3,4, confined pressure system 20 includes balancing gate pit 21, penstock 22, hydraulic cylinder 23, pressure gauge 24 and hydraulic pressure capsule
25；
Its position and connection relation are：
From top to bottom, balancing gate pit 21 is by sequentially connected pressure chamber upper cover 211, pressure chamber wall 212 and balancing gate pit's bottom cover 213
Composition, balancing gate pit's bottom cover 213 are connected on fixed bottom plate 44；
Hydraulic cylinder 23, penstock 22 and balancing gate pit 21 are sequentially connected, and pressure gauge 24 is arranged on penstock 22；
Hydraulic pressure capsule 25 is located inside balancing gate pit 21, and sample 10 is located inside hydraulic pressure capsule 25；
The hydraulic pressure capsule 25 is a kind of plastic cylinder bag for wrapping up sample 10 and size adaptation.
3) lateral pressure system 30
Such as Fig. 1,2,3,4, lateral pressure system 30 includes pressurizing jack 31, transmission rod 32, lateral pressure plate 33 and pressure
Force snesor 34；
Its position and connection relation are：
From top to bottom, pressurizing jack 31, transmission rod 32, force snesor 34, lateral pressure plate 33 are sequentially connected；Vertical pressure
Power plate 33 is placed on sample 10, and pressurizing jack 31 is fixed on reaction plate 43.
4) counter force system 40
Such as Fig. 1,2,3,4, counter force system 40 includes triatic stay 41, vertical strut 42, reaction plate 43,44 and of fixed bottom plate
Ground anchorage 45；
Its position and connection relation are：
Vertical 42 upper end of strut connection triatic stay 41, reaction plate 43 are set on triatic stay 41, vertical 42 bottom of strut
The fixed bottom plate 44 of portion's connection, 45 top of ground anchorage are connected with fixed bottom plate 44.
5) automatic data acquisition system (ADAS) 50
Such as Fig. 1,2,3,4, automatic data acquisition system (ADAS) 50 is by 51,52,53,54,55 and of the 1st, 2,3,4,5 vertical deviation meter
Data acquisition device 56 forms, and the 1st vertical deviation meter 51 is installed on transmission rod 32, the 2nd, 3,4,5 vertical deviation meters 52,53,54,
55 are placed in fixed 44 lower part of bottom plate, close to the outside of sample 10, are connected with data acquisition device 56.
2nd, working mechanism
Prepare complete sample 10 on, install balancing gate pit 21 so that sample 10 is wrapped in hydraulic pressure capsule 25, by
Enclosure space between hydraulic pressure capsule 25 and pressure chamber wall 212 supplies water, and is reached for the purpose that sample 10 to be measured provides confined pressure, pressure
The big I of force value is measured by the pressure gauge 24 being connected on penstock 22, and control respectively in 100kPa, 200kPa and
400kPa；Axial compressive force can be provided by counter force system 40 and pressurizing jack 31 to sample 10 to carry out shearing test, pressure
Value is measured by pressure sensor 34, and displacement can be measured by the 1st, 2,4,4,5 vertical deviation meters 51,52,53,54,55；
Such as Fig. 5, according to 100kPa, 200kPa with the conditions of 400kPa difference confined pressures, axial compressive force, displacement with the time change
Change data, according to soil body Mohr-Coulomb's strength theory, soil void ratio result of the test under the conditions of different confined pressures is depicted as half stress
Circle, the common tangential of this half stress circle of group are Mohr's envelope, and the shearing strength (τ of the soil bodyf) envelope curve, and then can count
Calculation obtains cohesive strength c, the internal friction angle of soil strength parameterValue, wherein cohesive strength c values are shearing resistance strength envelope in Fig. 5 with cutting
The intersection value of stress axis, its unit are kPa, internal friction angleIt is worth the angle of cut for shearing strength envelope curve and trunnion axis, its unit
For °.
Claims (6)
- A kind of 1. large-scale triaxial shear test device in situ, it is characterised in that：Including sample (10), confined pressure system (20), lateral pressure system (30), counter force system (40) and automatic data acquisition system (ADAS) (50)；Sample (10) is provided with confined pressure system (20), lateral pressure system is respectively arranged with the upper and lower of confined pressure system (20) System (30) and counter force system (40), the vertical deviation meter of automatic data acquisition system (ADAS) (50) are arranged in sample (10).
- A kind of 2. large-scale triaxial shear test device in situ as described in claim 1, it is characterised in that：Sample (10) be a kind of selection in the test pit of excavation without disturbance and the representative soil body in situ, be prepared into straight Footpath：Highly=1：2 cylinder.
- A kind of 3. large-scale triaxial shear test device in situ as described in claim 1, it is characterised in that：The confined pressure system (20) includes balancing gate pit (21), penstock (22), hydraulic cylinder (23), pressure gauge (24) and hydraulic pressure capsule (25)；Its position and connection relation are：From top to bottom, balancing gate pit (21) are by sequentially connected pressure chamber upper cover (211), pressure chamber wall (212) and balancing gate pit's bottom cover (213) form, balancing gate pit's bottom cover (213) is connected on fixed bottom plate (44)；Hydraulic cylinder (23), penstock (22) and balancing gate pit (21) are sequentially connected, and pressure gauge (24) is arranged on penstock (22)；Hydraulic pressure capsule (25) is located at balancing gate pit (21) inside, and it is internal that sample (10) is located at hydraulic pressure capsule (25)；The hydraulic pressure capsule (25) is the plastic cylinder bag of a kind of parcel sample (10) and size adaptation.
- A kind of 4. large-scale triaxial shear test device in situ as described in claim 1, it is characterised in that：The lateral pressure system (30) includes pressurizing jack (31), transmission rod (32), lateral pressure plate (33) and pressure Sensor (34)；Its position and connection relation are：From top to bottom, pressurizing jack (31), transmission rod (32), force snesor (34), lateral pressure plate (33) are sequentially connected；Hang down It is placed on to pressure plare (33) on sample (10), pressurizing jack (31) is fixed on reaction plate (43).
- A kind of 5. large-scale triaxial shear test device in situ as described in claim 1, it is characterised in that：The counter force system (40) include triatic stay (41), vertical strut (42), reaction plate (43), fixed bottom plate (44) and Ground anchorage (45)；Its position and connection relation are：Vertical strut (42) upper end connection triatic stay (41), reaction plate (43) are set on triatic stay (41), vertical strut (42) the fixed bottom plate (44) of bottom connection, ground anchorage (45) top are connected with fixed bottom plate (44).
- A kind of 6. large-scale triaxial shear test device in situ as described in claim 1, it is characterised in that：The automatic data acquisition system (ADAS) (50) includes 1,2,4,4,5 vertical deviation meters (51,52,53,54,55) and data are adopted Header (56), the 1st vertical deviation meter (51) are installed on transmission rod (32), the 2nd, 4,4,5 vertical deviation meters (52,53,54,55) It is placed in fixed bottom plate (44) lower part, close to sample (10) outside, is connected with data acquisition device (56).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721170093.8U CN207300760U (en) | 2017-09-12 | 2017-09-12 | A kind of large-scale triaxial shear test device in situ |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721170093.8U CN207300760U (en) | 2017-09-12 | 2017-09-12 | A kind of large-scale triaxial shear test device in situ |
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| CN207300760U true CN207300760U (en) | 2018-05-01 |
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| CN201721170093.8U Expired - Fee Related CN207300760U (en) | 2017-09-12 | 2017-09-12 | A kind of large-scale triaxial shear test device in situ |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107449678A (en) * | 2017-09-12 | 2017-12-08 | 中国地质科学院地质力学研究所 | Large-scale triaxial shear test devices and methods therefor in situ |
| CN111811944A (en) * | 2020-06-24 | 2020-10-23 | 中国地质科学院地质力学研究所 | Stress-strain triaxial shear test device and test method |
| CN115219353A (en) * | 2022-08-09 | 2022-10-21 | 广东工业大学 | On-spot large-scale triaxial test device of normal position |
-
2017
- 2017-09-12 CN CN201721170093.8U patent/CN207300760U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107449678A (en) * | 2017-09-12 | 2017-12-08 | 中国地质科学院地质力学研究所 | Large-scale triaxial shear test devices and methods therefor in situ |
| CN111811944A (en) * | 2020-06-24 | 2020-10-23 | 中国地质科学院地质力学研究所 | Stress-strain triaxial shear test device and test method |
| CN111811944B (en) * | 2020-06-24 | 2024-06-11 | 中国地质科学院地质力学研究所 | Stress strain triaxial shear test device and test method |
| CN115219353A (en) * | 2022-08-09 | 2022-10-21 | 广东工业大学 | On-spot large-scale triaxial test device of normal position |
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| CF01 | Termination of patent right due to non-payment of annual fee |
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| CF01 | Termination of patent right due to non-payment of annual fee |