CN1091795A - Expansive rock soil local detector - Google Patents
Expansive rock soil local detector Download PDFInfo
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- CN1091795A CN1091795A CN 93115126 CN93115126A CN1091795A CN 1091795 A CN1091795 A CN 1091795A CN 93115126 CN93115126 CN 93115126 CN 93115126 A CN93115126 A CN 93115126A CN 1091795 A CN1091795 A CN 1091795A
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- retainer plate
- core retainer
- rock soil
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Abstract
Expansive rock soil local detector is by the ground control instrument, place the probe of deep layer drill and stube cable to form.Probe by upper and lower casing, skeleton, mircrometer gauge, axially circle distribution force transmitting board, the core retainer plate that axial two symmetrical groups stress loop is housed, core retainer plate actuating unit, make force transmitting board open expansion or that fold and corresponding with stress loop inclined-plane force transmission mechanism is formed with the core retainer plate motion.Instrument of the present invention can be used for various geological structure position or engineering position, carries out the deep layer ground bulbs of pressure and swell increment in-situ test, and test environment is consistent with actual environment, for underground construction provides reliable design parameters.
Description
The present invention relates to a kind of instrument of testing the ground bulbs of pressure and swell increment, the particularly a kind of expansive rock soil local detector that can test in depths, stratum original position.
The dilatancy of ground is very big to structure foundation and underground structure harm, is the factor that must consider in the engineering design.So far, the ground dilatancy test job overwhelming majority under lab carries out.Because ground dilatancy and natural surroundings factor such as temperature, humidity, strata pressure, underground water acid-base value etc. are closely related, and taking, transport and preparing of sample is difficult to make sample to keep its native state fully, laboratory environment and ground natural surroundings also have many difference, and therefore the indoor test data often can not reflect the actual state that ground expands exactly at present.The someone has carried out the expansive rock soil local test in face of land shallow hole or the spy cave in recent years, the device and the tester of bulky complex be placed hole, cave, and engineering is big, and cost height, complicated operation, test environment still have than big-difference with deep layer ground natural environment.Along with a large amount of constructions of underground construction, carry out deep layer ground dilatancy in-situ test and become more and more important, and the instrument that can be competent at this work comes out so far as yet.
The objective of the invention is, overcome the shortcoming that prior art can not accurately reflect deep layer ground expansion actual state, provide the expansive rock soil local detector that a kind of volume is little, can conveniently place the depths, stratum to test, for underground construction provides design parameters accurately.
The core of the technology of the present invention solution is to have designed a kind of probe that can place deep layer drill, and this probe utilizes the electric weight survey method in site measurement swelled rock and soil of mechanical pressurization or decompression and pressure, displacement to be disclosed the bulbs of pressure and the swell increment that water generates is met in the back.Specifically, the composition of expansive rock soil local detector of the present invention comprises overground part, under ground portion and stube cable, overground part comprises control instrument, signal amplifies and analog-digital commutator, print-out device, power regulator device, it is characterized in that under ground portion is one can place the probe of deep layer drill, this probe is by upper shell, lower house, skeleton, mircrometer gauge, the axial force transmitting board of circle distribution is equipped with the core retainer plate of axial two symmetrical groups stress loop, the core retainer plate actuating unit, make force transmitting board open expansion with core retainer plate motion or fold, and the inclined-plane force transmission mechanism corresponding with stress loop formed.The core retainer plate actuating unit comprises micro machine and screw-drive mechanism, and the inclined-plane force transmission mechanism comprises skewback, slide block, slider guide structure and steel ball.
Describe the present invention with reference to the accompanying drawings and in conjunction with the embodiments.
Fig. 1 is an instrument user mode schematic diagram of the present invention.
Fig. 2 is an instrument probe general structure schematic diagram of the present invention.
Fig. 3 is a force transmission mechanism enlarged diagram in inclined-plane among Fig. 2.
Fig. 4 is the A-A schematic diagram of Fig. 3.
Fig. 5 is the anti-disintegration nested structure schematic diagram of the water guide of instrument probe of the present invention.
As shown in Figure 1, expansive rock soil local detector of the present invention is made up of ground instrument 1 and the probe 4 that places underground deep layer boring 3 and the cable 2 that is connected them.Probe carries out the measurement of inductance of the deep layer ground original position bulbs of pressure and swell increment in boring, analog-to-digital conversion and demonstration, printing measurement result data are amplified measuring-signal in the operation of the probe of instrument control on the ground.
As Fig. 2, Fig. 3 and shown in Figure 4, the composition of probe comprises among upper shell 23, lower house 15, skeleton 11(Fig. 3 signal), mircrometer gauge 18, axially circle distribution force transmitting board 16, the core retainer plate 17 of axial two symmetrical groups stress loop 22 is housed, the core retainer plate actuating unit formed by micro machine 6, screw-drive mechanism-screw rod 7 and screw shell 8, by skewback 21, slide block 19, steel ball 20, slider guide structure-last block 9 and following block 10 inclined-plane force transmission mechanisms corresponding that form with stress loop.Upper and lower casing 23,15 is as the wiring chamber and hold the core retainer plate actuating unit, and 5 is cable connector among the figure.The main shaft of two-way big moment micro machine 6 is connected with screw rod 7, screw rod 7 is connected with screw shell 8 spirals, screw shell 8 is fixedlyed connected with core retainer plate 17 1 ends, the micro motor for driving core retainer plate is done axially (up and down) motion, screw-drive mechanism guarantees core retainer plate under any state of motion, as long as motor is once stopping locking at random.Core retainer plate 17 is positioned at skeleton 11 inboards, force transmitting board 16 is positioned at the skeleton outside, skewback 21 is fixed on force transmitting board 16 inboards, on fixing on the every force transmitting board, following two equidirectional skewbacks, radially a pair of force transmitting board at two ends and on, on in following skewback and the core retainer plate, next counter stress ring matches, there is aperture 24 at radially two ends corresponding with force transmitting board and stress loop on core retainer plate, stress loop 22 radially two ends contacts with slide block 19 by the steel ball 20 that places aperture 24, insert in the dovetail groove 25 of skewback 21 slide block 19 outer ends, inner core retainer plate aperture 24 outboard shafts that insert are in dovetail groove 26, when micro machine 6 drive core retainer plates 17 move downward, slide block 19 slides along skewback 21 dovetail grooves 25, promote force transmitting board 16 and outwards open and expand, when core retainer plate moves upward, slide block by with the dovetail 26 of core retainer plate and skewback, 25 syndetons inwardly fold force transmitting board.The slider guide structure adopts last block 9 and the following block 10 that is fixed on the core retainer plate outer wall and is adjacent to slide block, guarantees that slide block 19 can only move along stress loop radial load direction of principal axis, transmits pressure.Skeleton 11 also plays certain guide effect simultaneously.Great-scale displacement measuring cell-the mircrometer gauge 18 corresponding with force transmitting board is housed on the skeleton, is used to monitor the displacement of force transmitting board, can calculate probe test section diameter variation thus, to measure the ground swell increment.
As Fig. 1 and shown in Figure 5, in order to be beneficial to probe water guide and prevent that ground disintegration thing is scattered and influences test in boring, the present invention also is provided with the anti-disintegration cover of probe water guide, this cover is by forming with the corresponding cirrate flexure strip 13 of force transmitting board, water-guiding hole 27 is arranged on the flexure strip 13, guarantee that the boring wall energy normally absorbs water, the ctenii 28 of adjacent flexure strip is inwardly staggered mutually, form mutual screening formula and engage, the horizontal stria 12 of ctenii and force transmitting board external surface is corresponding matching one by one.This cover also can improve the transmission of force transmitting board slotted section expansion force except that water guide and anti-disintegration.
As shown in Figure 1, fall into probe for preventing the granular disintegration thing, the present invention has further designed and has been positioned at the outermost nylon cloth cover 14 of probe.
Among the embodiment as shown in the figure, the present invention has stress loop and 3 mircrometer gauges of 3 pairs of measuring pressures, the expanded radially pressure and the swell increment that can sensing are expanded and produced by drill hole wall.Instrument in-situ test of the present invention carries out with creeping into synchronously, force transmitting board is opened when expanding, the skin of probe test section can be adjacent to drill hole wall, the stress loop sensing also shows the precompressed value, when undergauge displacement＞0.1mm, start the micro machine pressurization and reset, promptly force transmitting board is opened and is expanded to initial aperture, recovers original size, read the stress loop sensing value, repeat the above-mentioned pressurization observation process that resets, reach stable, then progressively decompression to expanding, observation expansion displacement amount, shrink probe, observe each counter stress ring stop reading, mention probe at last, continue to creep into, carry out next depth test.
It is consistent with the engineering actual environment that instrument of the present invention carries out the environment of in-situ test, make design parameters more reliable, compare with conventionally test, a series of complex work such as sampling, transportation, preservation and preparation sample have been reduced, compare with large-scale in-situ tests such as shallow hole or spy caves, cost can reduce more than hundred times, and can carry out a large amount of tests at various geological structure position as required.
Claims (8)
1, expansive rock soil local detector, comprise instrument (1), under ground portion and stube cable (2) on the ground, it is characterized in that under ground portion is one can place the probe (4) of deep layer drill, this probe by upper shell (23), lower house (15), skeleton (11), mircrometer gauge (18), axially circle distribution force transmitting board (16), the core retainer plate (17) that axial two symmetrical groups stress loop (22) is housed, core retainer plate (17) actuating unit, make force transmitting board (16) open expansion or that fold and corresponding with stress loop (22) inclined-plane force transmission mechanism is formed with the core retainer plate motion.
2, expansive rock soil local detector according to claim 1 is characterized in that the core retainer plate actuating unit comprises micro machine (6) and screw-drive mechanism.
3, expansive rock soil local detector according to claim 2 is characterized in that micro machine (6) is two-way big moment micro machine, and screw-drive mechanism is made up of screw rod (7) and screw shell (8).
4, expansive rock soil local detector according to claim 1 is characterized in that the inclined-plane force transmission mechanism comprises skewback (21), slide block (19), steel ball (20), slider guide structure.
5, expansive rock soil local detector according to claim 4, its feature whenever is that piece force transmitting board (16) is gone up fixing upper and lower two equidirectional skewbacks (21), go up corresponding stress loop (22) at core retainer plate (17) and radially aperture (24) is arranged two ends, stress loop (22) radially two ends contacts with slide block (19) by the steel ball (20) that places aperture (24), insert in the dovetail groove (25) of skewback (21) slide block (19) outer end, and inner core retainer plate aperture (24) outboard shafts that inserts is in dovetail groove (26).
6, expansive rock soil local detector according to claim 4 is characterized in that the slider guide structure comprises last block (9) and the following block (10) that is fixed on core retainer plate (17) outer wall and is adjacent to slide block.
7, expansive rock soil local detector according to claim 1, it is characterized in that having the anti-disintegration cover of probe water guide, this cover is by forming with the corresponding cirrate flexure strip of force transmitting board (16) (13), water-guiding hole (27) is arranged on the flexure strip (13), the ctenii of adjacent flexure strip (28) is inwardly staggered mutually, and ctenii (28) cooperates one by one with the horizontal stria (12) of force transmitting board (16) external surface.
8,, it is characterized in that having and be positioned at the outermost nylon cloth cover of probe (4) (14) according to claim 1 or 8 described expansive rock soil local detectors.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93115126 CN1049031C (en) | 1993-12-06 | 1993-12-06 | Expansive rock soil local detector |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 93115126 CN1049031C (en) | 1993-12-06 | 1993-12-06 | Expansive rock soil local detector |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1091795A true CN1091795A (en) | 1994-09-07 |
| CN1049031C CN1049031C (en) | 2000-02-02 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 93115126 Expired - Fee Related CN1049031C (en) | 1993-12-06 | 1993-12-06 | Expansive rock soil local detector |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1049031C (en) |
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101493366B (en) * | 2009-01-09 | 2011-01-05 | 陈洪凯 | Drilling hole stress sensor and drilling hole stress monitoring method thereof |
| CN101936705A (en) * | 2010-06-17 | 2011-01-05 | 北京探矿工程研究所 | High-temperature high-pressure dynamic mud shale expansion amount tester |
| CN102175713A (en) * | 2010-12-25 | 2011-09-07 | 浙江理工大学 | Method and device for detecting thermal physical parameters of rock through press-in in-site delamination |
| CN102401778A (en) * | 2011-04-20 | 2012-04-04 | 河海大学 | Device and method for measuring swelling representation parameters of swelling soil |
| CN102561295A (en) * | 2012-01-09 | 2012-07-11 | 长沙理工大学 | Method for observing and calculating depth of new swelling and shrinkage deformation of excavated expansive soil slope surface |
| CN102620997A (en) * | 2012-04-12 | 2012-08-01 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN103674347A (en) * | 2013-12-10 | 2014-03-26 | 太原理工大学 | Hollow flexible inductor borehole stress sensor and detection method thereof |
| CN103728188A (en) * | 2013-12-18 | 2014-04-16 | 中国科学院力学研究所 | Soil mass in-situ shearing and static load tester |
| CN104034453A (en) * | 2014-06-05 | 2014-09-10 | 同济大学 | Step-by-step drill collar based concrete bridge single-shaft in situ stock stress detection method |
| CN104452724A (en) * | 2014-10-20 | 2015-03-25 | 中国水利水电第五工程局有限公司 | Adjusting method for water content of high-plasticity clay and hole forming device of high-plasticity clay |
| CN105043611A (en) * | 2015-06-16 | 2015-11-11 | 中山大学 | In-situ testing device for lateral expansive force of expansive soil |
| CN105549073A (en) * | 2015-12-21 | 2016-05-04 | 重庆璀陆探测技术有限公司 | Mechanical adherent flexible coupling probe for geological detection |
| CN105986565A (en) * | 2015-07-21 | 2016-10-05 | 蒲荣泽 | Sampling device |
| CN108612073A (en) * | 2018-04-24 | 2018-10-02 | 兰州交通大学 | A kind of high-speed railway foundation expansion soil expansion potentiality analyzer |
| CN110132965A (en) * | 2019-05-16 | 2019-08-16 | 水利部交通运输部国家能源局南京水利科学研究院 | Coupled heat-moisture-stress acts on lower swelled ground external crack test device and application method |
| CN111189992A (en) * | 2018-11-14 | 2020-05-22 | 新疆水利水电科学研究院 | Engineering soil body frost heaving force testing device |
| CN115110509A (en) * | 2022-07-21 | 2022-09-27 | 上海旻悦勘察设计有限公司 | Deep soil body side direction load test probe |
-
1993
- 1993-12-06 CN CN 93115126 patent/CN1049031C/en not_active Expired - Fee Related
Cited By (27)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101493366B (en) * | 2009-01-09 | 2011-01-05 | 陈洪凯 | Drilling hole stress sensor and drilling hole stress monitoring method thereof |
| CN101936705A (en) * | 2010-06-17 | 2011-01-05 | 北京探矿工程研究所 | High-temperature high-pressure dynamic mud shale expansion amount tester |
| CN102175713A (en) * | 2010-12-25 | 2011-09-07 | 浙江理工大学 | Method and device for detecting thermal physical parameters of rock through press-in in-site delamination |
| CN102401778A (en) * | 2011-04-20 | 2012-04-04 | 河海大学 | Device and method for measuring swelling representation parameters of swelling soil |
| CN102561295A (en) * | 2012-01-09 | 2012-07-11 | 长沙理工大学 | Method for observing and calculating depth of new swelling and shrinkage deformation of excavated expansive soil slope surface |
| CN102561295B (en) * | 2012-01-09 | 2014-06-11 | 长沙理工大学 | Method for observing and calculating depth of new swelling and shrinkage deformation of excavated expansive soil slope surface |
| CN102620997A (en) * | 2012-04-12 | 2012-08-01 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN102620997B (en) * | 2012-04-12 | 2014-06-04 | 中国科学院力学研究所 | Contracting-expanding type earth-rock hybrid normal position mechanical property measuring device |
| CN103674347A (en) * | 2013-12-10 | 2014-03-26 | 太原理工大学 | Hollow flexible inductor borehole stress sensor and detection method thereof |
| CN103674347B (en) * | 2013-12-10 | 2016-01-20 | 太原理工大学 | A kind of hollow soft elasticity inductor drilling hole stress sensor and detection method |
| CN103728188A (en) * | 2013-12-18 | 2014-04-16 | 中国科学院力学研究所 | Soil mass in-situ shearing and static load tester |
| CN103728188B (en) * | 2013-12-18 | 2015-11-18 | 中国科学院力学研究所 | Soil in-situ is sheared and static load test apparatus |
| CN104034453A (en) * | 2014-06-05 | 2014-09-10 | 同济大学 | Step-by-step drill collar based concrete bridge single-shaft in situ stock stress detection method |
| CN104034453B (en) * | 2014-06-05 | 2016-05-18 | 同济大学 | Concrete-bridge single shaft original position storage stress detection method based on substep jumping through rings |
| CN104452724A (en) * | 2014-10-20 | 2015-03-25 | 中国水利水电第五工程局有限公司 | Adjusting method for water content of high-plasticity clay and hole forming device of high-plasticity clay |
| CN104452724B (en) * | 2014-10-20 | 2016-02-03 | 中国水利水电第五工程局有限公司 | A kind of highly plastic clay moisture content method of adjustment and hole-forming device thereof |
| CN105043611A (en) * | 2015-06-16 | 2015-11-11 | 中山大学 | In-situ testing device for lateral expansive force of expansive soil |
| CN105043611B (en) * | 2015-06-16 | 2017-12-29 | 中山大学 | A kind of swelled ground lateral swelling force in-situ testing device |
| CN105986565A (en) * | 2015-07-21 | 2016-10-05 | 蒲荣泽 | Sampling device |
| CN105986565B (en) * | 2015-07-21 | 2017-11-17 | 蒲荣泽 | A kind of sampling instrument |
| CN105549073A (en) * | 2015-12-21 | 2016-05-04 | 重庆璀陆探测技术有限公司 | Mechanical adherent flexible coupling probe for geological detection |
| CN108612073A (en) * | 2018-04-24 | 2018-10-02 | 兰州交通大学 | A kind of high-speed railway foundation expansion soil expansion potentiality analyzer |
| CN111189992A (en) * | 2018-11-14 | 2020-05-22 | 新疆水利水电科学研究院 | Engineering soil body frost heaving force testing device |
| CN110132965A (en) * | 2019-05-16 | 2019-08-16 | 水利部交通运输部国家能源局南京水利科学研究院 | Coupled heat-moisture-stress acts on lower swelled ground external crack test device and application method |
| CN110132965B (en) * | 2019-05-16 | 2022-07-05 | 水利部交通运输部国家能源局南京水利科学研究院 | Testing device for surface cracks of expansive soil under action of hydromechanical-thermal coupling and using method |
| CN115110509A (en) * | 2022-07-21 | 2022-09-27 | 上海旻悦勘察设计有限公司 | Deep soil body side direction load test probe |
| CN115110509B (en) * | 2022-07-21 | 2023-09-19 | 上海旻悦勘察设计有限公司 | Deep soil lateral load test probe |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1049031C (en) | 2000-02-02 |
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