CN103174122A - Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient - Google Patents
Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient Download PDFInfo
- Publication number
- CN103174122A CN103174122A CN2012103059008A CN201210305900A CN103174122A CN 103174122 A CN103174122 A CN 103174122A CN 2012103059008 A CN2012103059008 A CN 2012103059008A CN 201210305900 A CN201210305900 A CN 201210305900A CN 103174122 A CN103174122 A CN 103174122A
- Authority
- CN
- China
- Prior art keywords
- probe
- lateral stress
- sidewall
- lateral
- analog
- 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.)
- Granted
Links
Images
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
- Geophysics And Detection Of Objects (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a lateral stress pore pressure probe used for testing a soil static lateral pressure coefficient. An analog-digital converter (2) is arranged on the top portion of the upper half section of the probe, a side wall upper friction drum (3.1), an upper pore pressure filtering ring (5.1) and a pair of lateral stress sensors (6) are sequentially arranged on the lower portion of the analog-digital converter (2) from top to bottom, the lateral stress sensors (6) are symmetrically arranged on the outer wall of a feeler lever, and an upper pore space water pressure sensor (4.1) is arranged in the middle of the side wall upper friction drum (3.1). A three-component seismic detector (7), a clinometer (8), a side wall lower friction drum (3.2), a lower pore pressure filtering ring (5.2) and a cone probe (9) are sequentially arranged on the lower half section of the probe from top to bottom, and a lower pore space water pressure sensor (4.2) is arranged on the middle portion of the side wall lower friction drum (3.2). Signal and data transmission is achieved through connection of a coaxial-cable (1) and the analog-digital converter (2) arranged on the top portion of the probe. The lateral stress pore pressure probe has the advantages of being in-situ, rapid, continuous, economical and the like.
Description
Technical field
The present invention relates to a kind of lateral stress hole for test earth pressure at rest coefficient and press static sounding probe, belong to a kind of in the geotechnical engineering field can be directly, the static sounding device of analytical test soil layer original position Stationary side pressure coefficient continuously.
Background technology
The static sounding technology refers to utilize the pressure apparatus will be with the sounding rod indentation test soil layer of contact probe, the static point resistance of throughput examining system test soil, side friction power etc., can determine some basic physical mechanics properties of soil, as the modulus of deformation of soil, the allowable bearing of soil etc.The static sounding technology is the history of existing more than 80 year so far.The extensive use static sounding, partly or entirely replaced probing and the sampling in the engineering investigation in the world.At first China succeeded in developing the electric measuring type static sounding and be applied to prospecting in nineteen sixty-five.Along with the fast development of sensor technology, a lot of new static sounding technology occurred in recent years, these technology can obtain the pore water pressure, seismic wave, pollutant proterties, temperature of soil layer, image even quickly and accurately.It has been widely used in the environmental geotechnical field abroad.China is more late in the research starting of novel static sounding sensor, penetration resistance or specific penetration resistance that present domestic widely used single doube bridge static sounding only can be tested, and side friction power, confirmable soil layer basic physical mechanics properties is very limited.All soil layer mechanics index of physics are the function of in situ stress state, therefore in the geotechnical engineering practice, and soil in-situ stress state definite most important.The Stationary side pressure coefficient is defined as the suffered level of soil layer to the ratio of stress with vertical stress, is one of basic index of describing the soil in-situ stress state.The mensuration of Stationary side pressure coefficient mainly depends on flat dilatometer, other pressure instrument or high-quality drill hole sampling and laboratory test analysis at present, and existing static sounding technology is difficult to effectively determine this parameter as the most widely used original position prospecting in geotechnical engineering field means.The present invention is based on conventional static sounding probe, proposed a kind of can be convenient, fast, earth pressure at rest coefficient in-situ test instrument that testing cost is cheap, for the geotechnical engineering practice provides the force measurements instrument.
Summary of the invention
Technical problem:The technical problem to be solved in the present invention is the defective that exists for the quiet spy technology of domestic existing single doube bridge, proposes a kind of lateral stress hole pressure static sounding probe that can directly measure the earth pressure at rest coefficient.
Technical scheme:Probe is pressed in lateral stress hole for test earth pressure at rest coefficient of the present invention, upper semisection top at probe is provided with analog-digital converter, the bottom of analog-digital converter is provided with friction cylinder on sidewall, upper hole press filtration ring and a pair of lateral stress sensor from top to bottom successively, the lateral stress sensor is symmetricly set on the outer wall of feeler lever, is provided with pore water pressure sensor at the middle part of friction cylinder on sidewall; Lower semisection at probe is provided with friction cylinder under 3-component earthquake detector, inclinometer, sidewall, lower hole press filtration ring and circular cone probe from top to bottom successively, and the middle part of friction cylinder is provided with lower pore water pressure sensor under sidewall; Adopt coaxial cable and analog-digital converter join transmission of signal and data at the top of this probe.
The surface of lateral stress sensor is circular, and its projected area is 400 mm
2
The cone angle of circular cone probe is 60 °, and the cone basal cross section is long-pending is 10 cm
2, on sidewall under friction cylinder, sidewall the friction cylinder surface area be 150 cm
2
Thickness 5 mm of upper hole press filtration ring, lower hole press filtration ring are positioned at cone and take on the position, and the effective area ratio of probe is 0.8.
Static sounding probe is pressed in the lateral stress hole of surveying the earth pressure at rest coefficient of the present invention, and its Stationary side pressure coefficient measure portion mainly is comprised of sidewall friction cylinder, hole press filtration ring, pore water pressure sensor and lateral stress sensor and inner Circuits System thereof.A large amount of theoretical researches show, side friction power is very responsive to stress to the level of soil layer, therefore can be reflected to a great extent the horizontal stress state of soil layer by the measured side friction power of sidewall friction cylinder.Hole press filtration ring and pore water pressure sensor can be determined the pore water pressure at MTD place, help to determine effective stress and the stress path of soil layer.The lateral stress sensor is determined the horizontal stress size of soil layer in penetration process.Measured each parameter is converted to data signal through analog-digital converter and transfers to by coaxial cable in the Microcomputer Collecting on earth's surface and storage system and preserve, then according to the Stationary side pressure coefficient of theoretical empirical formula factorization calculation side soil layer around the strain gauge, draw the sectional drawing of real-time continuous.
Beneficial effect:In geotechnical engineering practice, native in situ stress state definite most important.The Stationary side pressure coefficient is defined as the suffered level of soil layer to the ratio of stress with vertical stress, is one of basic index of describing the soil in-situ stress state.The mensuration of Stationary side pressure coefficient mainly depends on flat dilatometer, other pressure instrument or high-quality drill hole sampling and laboratory test analysis at present, and existing static sounding technology is difficult to effectively determine this parameter as the most widely used original position prospecting in geotechnical engineering field means.
The invention solves the quiet spy technology of domestic existing single doube bridge and can not measure the defective of soil layer Stationary side pressure coefficient, energy is convenient, fast, the original position Stationary side pressure coefficient of continuous measurement conehead depth soil layer, makes the static sounding technology to be engaged in the geotechnical engineering field more accurate, all sidedly.This technology has continuity, reliability and repeatable characteristics.
Description of drawings
Fig. 1 is component arrangement figure of the present invention;
Wherein have: coaxial cable 1, analog-digital converter 2, on sidewall, friction cylinder 3.1, and under sidewall, friction cylinder 3.2, upper pore water pressure sensor 4.1, lower pore water pressure sensor 4.2, upper hole press filtration ring 5.1, lower hole press filtration ring 5.2, lateral stress sensor 6,3-component earthquake detector 7, inclinometer 8, circular cone probe 9.
The specific embodiment
The hole of surveying the earth pressure at rest coefficient of the present invention presses static sounding probe to adopt coaxial cable 1 transmission of signal and data, upper semisection top at probe is provided with analog-digital converter 2, the bottom of analog-digital converter 2 is provided with friction cylinder 3.1 on sidewall, upper hole press filtration ring 5.1 and a pair of lateral stress sensor 6 from top to bottom successively, lateral stress sensor 6 opposition devices are provided with pore water pressure sensor 4.1 at the middle part of friction cylinder on sidewall 3.1 on the outer wall of feeler lever; Lower semisection at probe is provided with friction cylinder 3.2 under 3-component earthquake detector 7, inclinometer 8, sidewall, lower pore water pressure sensor 4.2, lower hole press filtration ring 5.2 and circular cone probe 9 from top to bottom successively.
The surface of lateral stress sensor is circular, and its projected area is 400 mm
2
Circular cone probe cone angle is 60 °, and the cone basal cross section is long-pending is 10 cm
2, sidewall friction cylinder surface area 150 cm
2
Hole press filtration ring thickness 5 mm, the effective area ratio of probe is 0.8.
The function of the function of conventional static sounding that this probe is integrated (can survey end resistance, frictional resistance) and test beds original position Stationary side pressure coefficient has further developed the content of static sounding technology.
A large amount of theoretical researches show, side friction power is very responsive to stress to the level of soil layer, therefore can be reflected to a great extent the horizontal stress state of soil layer by the measured side friction power of sidewall friction cylinder.Hole press filtration ring and pore water pressure sensor can be determined the pore water pressure at MTD place, help to determine effective stress and the stress path of soil layer.The lateral stress sensor is determined the horizontal stress size of soil layer in penetration process.Measured each parameter is converted to data signal through analog-digital converter and transfers to by coaxial cable in the Microcomputer Collecting on earth's surface and storage system and preserve, then according to the Stationary side pressure coefficient of theory-empirical formula factorization calculation side soil layer around the strain gauge, draw the sectional drawing of real-time continuous.
According to definition, Stationary side pressure coefficient K
0Be defined as the original position level to stress σ
h0With original position vertical stress σ
v0Ratio, i.e. K
0=σ
h0/ σ
v0In engineering practice, the value of original position vertical stress is often easily determined:
γ in formula
iAnd z
iBe respectively severe and the thickness of i layer soil.The original position level is difficult to determine to stress.
When in the probe injection soil body, the increase that will produce lateral stress, therefore measured level is to stress σ
hcBe original position lateral stress σ
h0With lateral stress increment Delta σ
hSum:
σ
hc＝σ
h0+Δσ
h
If the hydrostatic pressure at measured lateral stress sensor depth place is u
4, each effective stress of this depth is respectively:
σ′
hc＝σ
hc-u
4σ′
h0＝σ
h0-u
4
For sand, the large result of index slot and laboratory test shows, the level of injection is to effective stress σ '
hcWith the original position level to effective stress σ '
h0There is following relational expression:
Q in formula
cBe actual measurement static point resistance value, σ
mAnd σ '
mBe respectively original position mean stress and original position mean effective stress, following calculating respectively:
According to the above-mentioned various iterative computation of carrying out, can obtain the original position Stationary side pressure coefficient of sand.
For clay, theoretical according to cavity expansion, the original position level of soil layer is to stress and injection level to there being following relational expression between stress:
σ
h0＝σ
hc-s
u(1+lnI
r)
I in formula
rBe the rigidity index of soil layer, a certain soil be can be taken as constant; s
uBe the undrained shear strength of clay, can adopt following formula to calculate:
s
u＝(q
c-σ
vo)/16
In conjunction with above-mentioned two formulas, can determine that the original position level of clay is to stress and original position Stationary side pressure coefficient.In engineering practice, the employing computer process can get original position Stationary side pressure ratio section continuously, and is more directly perceived, quick.Method of the present invention has continuity, reliability and repeatable characteristics.
Claims (4)
1. probe is pressed in a lateral stress hole that is used for test earth pressure at rest coefficient, it is characterized in that being provided with analog-digital converter (2) at the upper semisection top of probe, the bottom of analog-digital converter (2) is provided with friction cylinder on sidewall (3.1), upper hole press filtration ring (5.1) and a pair of lateral stress sensor (6) from top to bottom successively, lateral stress sensor (6) is symmetricly set on the outer wall of feeler lever, and the middle part of friction cylinder on sidewall (3.1) is provided with upper pore water pressure sensor (4.1); Lower semisection at probe is provided with friction cylinder (3.2) under 3-component earthquake detector (7), inclinometer (8), sidewall, lower hole press filtration ring (5.2) and circular cone probe (9) from top to bottom successively, and the middle part of friction cylinder under sidewall (3.2) is provided with lower pore water pressure sensor (4.2); Adopt coaxial cable (1) and analog-digital converter (2) join transmission of signal and data at the top of this probe.
2. probe is pressed in the lateral stress hole for test earth pressure at rest coefficient according to claim 1, it is characterized in that the surface of lateral stress sensor (6) for circular, and its projected area is 400 mm
2
3. probe is pressed in the lateral stress hole for test earth pressure at rest coefficient according to claim 1, it is characterized in that the cone angle of circular cone probe (9) is 60 °, and the cone basal cross section is long-pending is 10 cm
2, under friction cylinder on sidewall (3.1), sidewall, friction cylinder (3.2) surface area is 150 cm
2
4. probe is pressed in the lateral stress hole for test earth pressure at rest coefficient according to claim 1, thickness 5 mm that it is characterized in that hole press filtration ring (5.1), lower hole press filtration ring (5.2), be positioned at cone and take on the position, the effective area ratio of probe is 0.8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210305900.8A CN103174122B (en) | 2012-08-27 | 2012-08-27 | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210305900.8A CN103174122B (en) | 2012-08-27 | 2012-08-27 | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103174122A true CN103174122A (en) | 2013-06-26 |
| CN103174122B CN103174122B (en) | 2015-07-15 |
Family
ID=48634277
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210305900.8A Expired - Fee Related CN103174122B (en) | 2012-08-27 | 2012-08-27 | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103174122B (en) |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898890A (en) * | 2014-03-20 | 2014-07-02 | 中冶集团武汉勘察研究院有限公司 | Soil layer quantization layering method based on double-bridge static sounding data of BP neural network |
| CN104280166A (en) * | 2014-09-23 | 2015-01-14 | 同济大学 | Guide pipe assembly for monitoring and early warning of rock and earth mass water bearing and safety states |
| CN105507225A (en) * | 2015-12-16 | 2016-04-20 | 东南大学 | Stoppable spherical cylindrical hole pressure probe |
| CN105804040A (en) * | 2016-05-05 | 2016-07-27 | 中国能源建设集团江苏省电力设计院有限公司 | Minitype double-bridge probe for static cone penetration tests |
| 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 |
| CN106759220A (en) * | 2017-02-20 | 2017-05-31 | 中铁第四勘察设计院集团有限公司 | The method that coefficient of static earth pressure is quickly determined using static cone penetration resistance |
| CN108489814A (en) * | 2018-05-21 | 2018-09-04 | 宁波大学 | Static lateral coefficient of earth pressure K0In-situ testing device and test method |
| CN110144869A (en) * | 2019-05-21 | 2019-08-20 | 东南大学 | A kind of more sidewall friction cylinder CPTU devices and its measurement method with rectangular pyramid protrusion |
| CN110359441A (en) * | 2019-06-20 | 2019-10-22 | 东南大学 | Wireless hole pressure touching methods test macro based on sonic transmissions |
| CN111721696A (en) * | 2020-05-12 | 2020-09-29 | 温州大学 | Underground soil body effective pressure testing device and testing method |
| CN114808901A (en) * | 2022-04-28 | 2022-07-29 | 上海勘测设计研究院有限公司 | Flat shovel lateral expansion instrument with function of testing external friction angle and testing method |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1532547A (en) * | 2003-03-25 | 2004-09-29 | 中国海洋大学 | Detector for solibody in-situ hole pressure and affecting depth under wave action |
| CN1793917A (en) * | 2005-12-09 | 2006-06-28 | 铁道第三勘察设计院 | Probe for in-situ real time measuring saturated fine soil borizontal stress and measuring, calculating method |
| JP3820364B2 (en) * | 2001-11-12 | 2006-09-13 | 鹿島建設株式会社 | Penetration sensor for penetration test |
| CN201635064U (en) * | 2010-04-12 | 2010-11-17 | 东南大学 | Resistivity static sounding probe |
| CN102011389A (en) * | 2010-11-11 | 2011-04-13 | 广东永基建筑基础有限公司 | Soil body in situ test device and test method applying same |
| CN102174808A (en) * | 2011-02-24 | 2011-09-07 | 中国地质大学（武汉） | Piezocone penetration test (CPTU) prober of dual-deformed column |
| CN102518106A (en) * | 2011-12-13 | 2012-06-27 | 东南大学 | Method for determining the lateral earth pressure based on the multi-functional piezocone penetration test probe |
| CN202323913U (en) * | 2011-11-17 | 2012-07-11 | 东南大学 | Environmental pore-pressure static sounding probe capable of testing fluorescence intensity of soil body |
-
2012
- 2012-08-27 CN CN201210305900.8A patent/CN103174122B/en not_active Expired - Fee Related
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3820364B2 (en) * | 2001-11-12 | 2006-09-13 | 鹿島建設株式会社 | Penetration sensor for penetration test |
| CN1532547A (en) * | 2003-03-25 | 2004-09-29 | 中国海洋大学 | Detector for solibody in-situ hole pressure and affecting depth under wave action |
| CN1793917A (en) * | 2005-12-09 | 2006-06-28 | 铁道第三勘察设计院 | Probe for in-situ real time measuring saturated fine soil borizontal stress and measuring, calculating method |
| CN201635064U (en) * | 2010-04-12 | 2010-11-17 | 东南大学 | Resistivity static sounding probe |
| CN102011389A (en) * | 2010-11-11 | 2011-04-13 | 广东永基建筑基础有限公司 | Soil body in situ test device and test method applying same |
| CN102174808A (en) * | 2011-02-24 | 2011-09-07 | 中国地质大学（武汉） | Piezocone penetration test (CPTU) prober of dual-deformed column |
| CN202323913U (en) * | 2011-11-17 | 2012-07-11 | 东南大学 | Environmental pore-pressure static sounding probe capable of testing fluorescence intensity of soil body |
| CN102518106A (en) * | 2011-12-13 | 2012-06-27 | 东南大学 | Method for determining the lateral earth pressure based on the multi-functional piezocone penetration test probe |
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103898890B (en) * | 2014-03-20 | 2017-01-18 | 中冶集团武汉勘察研究院有限公司 | Soil layer quantization layering method based on double-bridge static sounding data of BP neural network |
| CN103898890A (en) * | 2014-03-20 | 2014-07-02 | 中冶集团武汉勘察研究院有限公司 | Soil layer quantization layering method based on double-bridge static sounding data of BP neural network |
| CN104280166B (en) * | 2014-09-23 | 2017-07-28 | 同济大学 | Monitoring and warning Rock And Soil assigns the conduit tube component of water and safe condition |
| CN104280166A (en) * | 2014-09-23 | 2015-01-14 | 同济大学 | Guide pipe assembly for monitoring and early warning of rock and earth mass water bearing and safety states |
| CN105507225A (en) * | 2015-12-16 | 2016-04-20 | 东南大学 | Stoppable spherical cylindrical hole pressure probe |
| CN105507225B (en) * | 2015-12-16 | 2017-03-29 | 东南大学 | One kind can stop formula goalpost shape pore pressure probe |
| CN105804040A (en) * | 2016-05-05 | 2016-07-27 | 中国能源建设集团江苏省电力设计院有限公司 | Minitype double-bridge probe for static cone penetration tests |
| CN106525596B (en) * | 2016-11-04 | 2019-06-21 | 东南大学 | Lateral bedding counter-force coefficient indoor test device under different stress paths |
| 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 |
| CN106759220A (en) * | 2017-02-20 | 2017-05-31 | 中铁第四勘察设计院集团有限公司 | The method that coefficient of static earth pressure is quickly determined using static cone penetration resistance |
| CN108489814A (en) * | 2018-05-21 | 2018-09-04 | 宁波大学 | Static lateral coefficient of earth pressure K0In-situ testing device and test method |
| CN110144869A (en) * | 2019-05-21 | 2019-08-20 | 东南大学 | A kind of more sidewall friction cylinder CPTU devices and its measurement method with rectangular pyramid protrusion |
| CN110359441A (en) * | 2019-06-20 | 2019-10-22 | 东南大学 | Wireless hole pressure touching methods test macro based on sonic transmissions |
| CN111721696A (en) * | 2020-05-12 | 2020-09-29 | 温州大学 | Underground soil body effective pressure testing device and testing method |
| CN114808901A (en) * | 2022-04-28 | 2022-07-29 | 上海勘测设计研究院有限公司 | Flat shovel lateral expansion instrument with function of testing external friction angle and testing method |
| CN114808901B (en) * | 2022-04-28 | 2023-12-22 | 上海勘测设计研究院有限公司 | Flat shovel side swelling instrument with external friction angle testing function and testing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103174122B (en) | 2015-07-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103174122B (en) | Lateral stress pore pressure probe used for testing soil static lateral pressure coefficient | |
| CN102900063B (en) | Dynamic pore-pressure static sounding probe for detecting sludge | |
| CN107630711B (en) | A kind of monitoring device and method of roadway surrounding rock stress and displacement | |
| CN103115832B (en) | A kind of soil pressure-bearing and shear test tester | |
| Kuwano et al. | On the applicability of cross-anisotropic elasticity to granular materials at very small strains | |
| CN102518106B (en) | Method for determining the lateral earth pressure based on the multi-functional piezocone penetration test probe | |
| CN201635064U (en) | Resistivity static sounding probe | |
| CN102221501A (en) | Device and method for measuring mechanical properties of rocks | |
| CN103195112A (en) | Foundation pile foundation model analyzing method and test device for same | |
| CN101799442A (en) | Resistivity static sounding probe | |
| CN103046524A (en) | Piezocone penetration test probe for probing underground magnetic field intensity | |
| CN102839641A (en) | Nuclear density pore pressure static cone penetration test probe for testing density of soil mass | |
| CN107882011B (en) | miniature probe with temperature compensation function | |
| CN103343530B (en) | The micro-scale pores pressure static sounding probe of the very thin soil layer of a kind of effective identification | |
| US20230251221A1 (en) | In-situ evaluation method and system for loess collapsibility based on non-destructive time-domain reflection technology | |
| CN203307792U (en) | Micro-scale pore pressure static sounding probe for effectively identifying ultra-thin soil layer | |
| CN103255757A (en) | Energy environment static sounding probe capable of measuring deep soil temperatures | |
| CN108593525A (en) | A kind of rock three-dimensional permeability real-time determining device and method | |
| CN110567429B (en) | Device and method for measuring actual poisson ratio of foundation soil under lateral limiting stress condition | |
| CN103061321A (en) | Cone penetrometer for evaluating penetration property of unsaturated soil | |
| Levadoux | Pore pressures in clays due to cone penetration | |
| CN102520134A (en) | Environmental probe capable of in-situ testing pH value of soil body | |
| CN203361119U (en) | Energy environment static sounding probe capable of measuring temperature of deep soil | |
| RU191433U1 (en) | DEVICE FOR STATIC SOUND SENSING | |
| CN105568950A (en) | Miniature free fall disc type dynamic sounding device for testing undrained shear strength |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| 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: 20150715 Termination date: 20180827 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |