CN1601255A - Central direct shear apparatus of triaxiality ring pressure - Google Patents
Central direct shear apparatus of triaxiality ring pressure Download PDFInfo
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- CN1601255A CN1601255A CN 200410083683 CN200410083683A CN1601255A CN 1601255 A CN1601255 A CN 1601255A CN 200410083683 CN200410083683 CN 200410083683 CN 200410083683 A CN200410083683 A CN 200410083683A CN 1601255 A CN1601255 A CN 1601255A
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Abstract
The invention belongs to the field of soil mechanical test technology, and can provide a trioxial circular pressure central straight shearing equipment which can integrate the advantages of soil mechanical straight shear test and triaxial compression test and can make large sample test and reduce test size effect, and is an nidoor and outdoor universal equipment. It is characterized by that the surround compression portion of triaxial compression test and shear portion of straight shearing test can be organically combined, the triaxial compression can be changed into straight shear, and the circular plane straight shear can be changed into cylindrical surface straigh shear, so that one test can be used to obtain data of two tests. It not only can raise accuracy of test, but also can implement large sample test.
Description
Technical field soil mechanics experimental technique field
The indoor shear test of the existing soil mechanics of background technology mainly contains two kinds: a kind of is direct shear test; Another is a triaxial compression test.Direct shear test is earlier short cylinder soil sample disc to be applied normal pressure, applies horizontal thrust to shear box then, and sample is destroyed along predetermined shear surface.Obtain different normal stress σ by many groups direct shear test
nUnder sample shear resistance τ, make τ-σ
nGraph of relation or fit τ-σ
nRelational expression, thus sample shear strength parameter C, φ value obtained.The direct shear test branch is cut soon, fixed cutting soon and three kinds of slow shears, after test is finished, can reset and carry out the residual strength test.But direct shear test has individual shortcoming to be: sample size is fixed, and shear(ing) area is little; Can not test in the open air.
Triaxial compression test is earlier cylindric standard sample to be applied confined pressure, applies xial feed then, destroys until soil sample.After carrying out many group tests, obtain different confined pressure σ
3With principle stress σ
1Between corresponding relation, make a Mohr's diagram or a coulomb curve and can obtain shear strength parameter C, φ value.Triaxial compression test has three kinds: non-(no) fixed-and disdrainage test (UU test); Fixed-disdrainage test (CU test); Fixed-drainage test (CD test).The shortcoming of triaxial compression test is: the bad face of breaking of triaxial test may be irregular in process of the test, is difficult to calculate normal stress and shear stress on the bad face of breaking; The triaxial compression test specimen size is less, and shear(ing) area is little; Triaxial test can not be carried out in the open air.
In a word, two kinds of methods of above-mentioned two kinds of indoor shear tests of soil mechanics, the direct shear test sample size is fixed, and shear(ing) area is little; Can not test in the open air; The bad face of breaking of triaxial test may be irregular in process of the test, is difficult to calculate normal stress and shear stress on the bad face of breaking, and specimen size is less, and shear(ing) area is little, can not carry out in the open air.Two kinds of methods all have shortcoming, can not satisfy the requirement of soil mechanics shear test.
Summary of the invention the invention provides a kind of comprehensive soil mechanics direct shear test and triaxial compression test advantage, and can carry out the bulk specimen test, reduces the test size effect, and three axle collars that indoor and outdoor is general are pressed the center direct shear apparatus.It is characterized in that the cutting out section of the confined pressure of triaxial compression test part with direct shear test organically combined, become three axial compressions and be condensed to staight scissors, become plane, garden staight scissors and be face of cylinder staight scissors, thereby can obtain two kinds of test for data with a kind of test.Use special-purpose soil sample barrel to get the short cylindrical shape soil sample, adopt three confined pressure formulas to apply normal pressure, apply shearing force along predetermined cylindrical so shear surface, predetermined more unidimensional direct shear test and the triaxial compression test of cylindrical so shear surface has bigger shear area, reduce effect of size on tests, improved the precision of test; Can do simultaneously the bulk specimen test, and indoor and outdoor is general, is convenient for carrying.This test unit can carry out non-(no) fixed-disdrainage test (UU test), fixed-disdrainage test (CU test) and fixed-drainage test (CD test).
Ultimate principle and technology: according to soil mechanics shear test principle, the direct shear test sample size is fixed, and shear(ing) area is little; Can not test in the open air; The bad face of breaking of triaxial test may be irregular in process of the test, is difficult to calculate normal stress and shear stress on the bad face of breaking, and specimen size is less, and shear(ing) area is little, can not carry out in the open air.Three axle collars press center staight scissors instrument system can solve an above difficult problem, and the advantage of comprehensive two kinds of tests can be carried out big specimen test, reduce the test size effect, obtain shear strength parameter, and indoor and outdoor are general, and are portable.
Three axle collars press center staight scissors instrument system to press shear box, instrument stand, compression system and measuring system four parts to form by three axle collars.
Three axle collars press shear box to press chamber three parts to constitute by last bearing disc 5, following bearing disc 4 with ring.The bearing disc center section can be up and down up and down, and is constant for the spacing of bearing disc about keeping, and is connected with up and down bearing disc with the framework that entablature is formed by sheer pole, longitudinal rod.When executing confined pressure, the side direction pressure that they resist native test specimen compression generation makes it indeformable, and when being subjected to the lifting jack clipper, up and down bearing disc can be subjected to displacement synchronously.
Last bearing disc presses chamber cap dish 3 and upper cover plate 6 to constitute by last movable bearing disc 5, permeable stone 14, ring.5 center has one, and nut 28 is fixed together itself and crossbeam 24.3 will go up bearing disc by column jack 13 is fixed on the column 26.The mesopore of crossbeam 24 pierces on the axis of movable bearing disc 5, and 24 are linked to each other with tranverse connecting rod 22 and are fixed into framework with nut 28 by two longitudinal rods 23.Ring presses chamber 2 to be made by rubber die, tubular latex film 15 peripheries and the ring that are positioned over soil sample 1 are pressed in the annular space of 12 of outdoor ring walls, this annular space is pressed 3 coverings of chamber cap dish by outer dish 7 of following bearing disc and last pressure-bearing disk ring up and down, in the 12 rectangle ditch shape ring-type sulculuses 18 that are embedded between 3 and 7.The rubber zona presses chamber 2 to pick out two tubules pressurization air pumping pipes 10 and confined pressure manometer tube 11 from two apertures of the outdoor ring wall 12 of ring pressure.
Instrument support by cruciform base 25, two root posts 26, and instrument stand crossbeam 27 constitute.In the middle of 25 a circular shallow slot is arranged, can place lifting jack 29, one of cross base is the main stress seat, and there is the hole of vertical columns at two ends, are solid slab, and another is used to keep instrument stand stable, is the right angle channel-section steel.Column 26 has annular platform in order to keep column vertical with base, parallel to each other and stable, simultaneously in base 25 bottom fixed by nut in the bottom.By putting down bearing disc above the column into to middle beam 27, fixing with nut 28 again on it.It is fixing that last bearing disc then presses chamber cap dish 3 to insert column 26 usefulness nuts 28 by ring, thereby fixing whole three axle collars are pressed shear box.
Compression system is made of air pump and lifting jack 29; Measuring system is made up of clock gauge, tensimeter etc.
When pressurize in annular confined pressure chamber, native test piece deformation can produce lateral pressure to up and down bearing disc since up and down bearing disc by frame fixation, can not move or displacement.But when lifting jack 29 withstands the movable bearing disc in bottom and moves upward, up and down bearing disc moves up with framework, when displacement reaches one regularly, native test specimen will be cut off along preshearing cylinder 19.
The specimen deformation amount is read by clock gauge, and pore water pressure is read by tensimeter, and shear stress can be calculated by jack pressure, and normal stress can be calculated by confined pressure, can draw shear strength parameter C, value; According to triaxial compression test σ
1, σ
3Relation with C, draws σ
1, σ
3, also can utilize above-mentioned parameter to try to achieve uniaxial compressive strength σ simultaneously
cWith tensile strength sigma
t
Description of drawings
Fig. 1: three axle collars are pressed center direct shear apparatus shear box sectional view
Fig. 2: three axle collars are pressed the three-dimensional stretch-out view of center direct shear apparatus
1: native test specimen; 2: ring is pressed the chamber air bag; 3: ring is pressed the chamber upper cover plate; 4: following movable bearing disc; 5: go up movable bearing disc; 6: upper cover plate; 7: following pressure-bearing is coiled outward; 8: following pore water pressure solenoid; 9: go up the pore water pressure solenoid; 10: the pressurization air pumping pipe; 11: the confined pressure manometer tube; 12: ring is pressed outdoor ring wall; 13: the column jack; 14: permeable stone; 15: tubular latex film; 16: Ban Yuan cross section ring recess; 17: closure gasket groove; 18: rectangle ditch shape ring groove; 19: the preshearing cylinder; 20: ring groove; 21: screw; 22: tranverse connecting rod; 23: longitudinal rod; 24: entablature; 25: the cruciform base; 26: column; 27: instrument stand column annulus platform; 28: nut; 29: lifting jack
2. outside soil sample, put the tubular latex film 15 of water proof, tubular latex film 15 is enclosed within ring recess 16 places, Ban Yuan cross section with elastic ring.On soil sample 1, place upper cover plate 6 and last movable disk 5 (being fixed with permeable stone 14 and pore water pressure table pipe on 5), and, put elastic ring again tubular latex film 15 covers thereon.
3. embed to encircle in the rectangle ditch shape ring groove 18 of following pallet 7 and press outdoor ring wall 12, and put into the air bag ring and press chamber 2 between soil sample and external annulus, the pressurization air pumping pipe 10 of air bag ring pressure chamber 2 passes external annulus 12 with survey confined pressure manometer tube 11.Pressing ring chamber upper cover plate 3 to penetrate from column and last bearing disc axis covers, uses nut 28 fastening upper cover plates 3 simultaneously on column.
4. load onto the fixed frame of movable bearing disc and following movable bearing disc.At first in the both sides screw 21 of following movable disk 4, screw in framework tranverse connecting rod 22, in 22 liang of stomidiums, insert vertical connecting rod 23 from the bottom to top, and put crossbeam 24, and last bearing disc axis insertion crossbeam mesopore, screw on nut 28 till compress.Press air pump and ring chamber pressurization air pumping pipe 10 to link to each other, press rain glass and ring chamber pressure table pipe 11 to link to each other, and very heavy roof pressure 29 is withstood down movable bearing disc 4.
5. according to do experiment (UU, CU or CD) requirement, ring is pressed chamber 2 inflations, reach the required confined pressure of test.Upper and lower movable bearing disc is loaded onto clock gauge, exert pressure gradually with 29 pairs of following bearing discs 4 of lifting jack, up and down bearing disc is subjected to displacement with the fixed distance framework, read the variation of jack pressure, specimen deformation amount, pore water pressure and confined pressure simultaneously, till soil sample is cut off along the face of cylinder of subscribing 20.
6. subsequently soil sample, up and down bearing disc are set back with framework, carry out the residual strength test, the same 5-6 of step.
Claims (3)
1. three axle collars press the center direct shear apparatus by constituting as the lower part: ring is pressed shear box part, instrument stand part, pressures partially (oil pump, air pump and lifting jack) and measure portion (air pump and measuring cell, oil pressure gauge and clock gauge).Ring presses the shear box part by following bearing disc part 7, upper cover plate part 6, and ring presses chamber part 2 to constitute, and following bearing disc 7 is that up and down bearing disc (4 and 5) and a fixed distance framework couple together with upper cover plate 6 cores; The instrument stand part is made up of cruciform base 25, two root posts 26 and hold-down nut 28.It is characterized in that the cutting out section of the confined pressure of triaxial compression test part with direct shear test organically combined, be condensed to staight scissors, become plane, garden staight scissors and be face of cylinder staight scissors, thereby can obtain two kinds of test for data with a kind of test but become three axial compressions.
2. according to claim 1, cylindrical native test specimen 1 is placed on ring and presses under the shear box on the bearing disc 7, and following bearing disc is fixed on the instrument stand column annulus platform 27 with nut, and following bearing disc is by outer dish 7, movable bearing disc 4 and upper dankness stone thereof constitute down.4 can move up and down in 7 inner core, closure gasket groove are arranged on 4, place O-ring seal and prevent that gas-liquid from flowing out from 4 and 7 gap; 4 place permeable stone 14 one sides has the circle shape to communicate with radial little net ditch and with pipe 8, and the gas-liquid of getting rid of in the time of can making the soil sample pressurized is discharged from 8 by permeable stone 14 and net ditch; Also have half cross section, a garden ring recess 16 and a rectangle ditch shape ring groove 18 on the outer dish 7, the former is used for embedding ring and presses outdoor ring wall with the tubular latex film 15 of elastic ring sealing soil sample, the latter.The upper cover plate part presses chamber cap dish 3 to constitute by last movable bearing disc 5 and permeable stone 14, upper cover plate 6 and ring.5 and 14 have the net ditch equally, connect pore water pressure table pipe 9 and antiseepage closure gasket groove 17, and the heart has one therein, and it is fixing with nut 28 to pass the cruciform bracing mesopore, and 5 can move up and down at 6 inner core; 6 first cross section, garden ring recess 16 also have a rectangle ditch shape ring groove on the salable latex film 15,3, be used for fixing external annulus, and two legholes that its external symmetry distributes, available nut 28 are fixed in upper cover plate on the column.The core of bearing disc and upper cover plate was up and down bearing disc under ring pressure shear box is characterized in that, it is connected and fixed by the fixed distance framework, framework is by being connected with following movable bearing disc 4 by two cross bars 22, two longitudinal rods are connected two cross bars with cruciform bracing, the crossbeam mesopore is through on the movable disk axis simultaneously, with three nuts it is pressed on the movable bearing disc.Upward male thread and longitudinal rod top threaded portion are longer in the movable bearing disc, and frame height is changed, so that adapt to differing heights soil sample and external annulus.When lifting jack 29 withstands down movable bearing disc to top offset, framework can same moved further with up and down bearing disc.
3. according to claim 1, the feature of instrument stand is that base is a cruciform, core has the circular trough of a placement lifting jack, two legholes are arranged on the base, there is colyliform garden Huan Tai at the column middle part with the bottom, and garden, middle part ring platform 27 is placed bearing disc 7 down, and garden, bottom ring platform contacts with base 25, in order to keep two columns vertically with parallel, the column bottom is fastening with nut and base.Screw thread is all arranged at column middle deck and top, is used for pressing with the nut set collar the upper and lower bearing disc of shear box.The top threaded rod is longer, to adapt to the test of differing heights soil sample.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410083683 CN1267718C (en) | 2004-10-18 | 2004-10-18 | Central direct shear apparatus of triaxiality ring pressure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410083683 CN1267718C (en) | 2004-10-18 | 2004-10-18 | Central direct shear apparatus of triaxiality ring pressure |
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|---|---|
| CN1601255A true CN1601255A (en) | 2005-03-30 |
| CN1267718C CN1267718C (en) | 2006-08-02 |
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|---|---|---|---|
| CN 200410083683 Expired - Fee Related CN1267718C (en) | 2004-10-18 | 2004-10-18 | Central direct shear apparatus of triaxiality ring pressure |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101876169A (en) * | 2010-05-26 | 2010-11-03 | 西安科技大学 | Method for testing soil shear strength of slope in situ |
| CN101949800A (en) * | 2010-08-24 | 2011-01-19 | 清华大学 | Pressing-twisting multi-shaft loading testing machine |
| CN101699257B (en) * | 2009-10-28 | 2011-08-03 | 河海大学 | Planar and lateral strain controlled triaxial apparatus |
| CN1737530B (en) * | 2005-08-01 | 2012-04-25 | 上海市政工程设计研究院 | Method for testing permeability coefficient and anti-pervasion gradient ratio |
| CN103149066A (en) * | 2013-02-27 | 2013-06-12 | 浙江土工仪器制造有限公司 | Direct shearing and prepressing instrument |
| CN103674735A (en) * | 2013-12-13 | 2014-03-26 | 北京豪特耐管道设备有限公司 | Test device for shear strength of composite pipe and test method |
| CN103698228A (en) * | 2013-12-04 | 2014-04-02 | 同济大学 | Large-scale real triaxial shear testing device and application thereof |
| CN104142277A (en) * | 2014-08-08 | 2014-11-12 | 重庆大学 | Soil body torsion shear seepage testing device and testing method |
| CN105823691A (en) * | 2016-03-21 | 2016-08-03 | 中南大学 | Undrained shear strength indoor combined measuring instrument and application method thereof |
| CN106053245A (en) * | 2016-07-14 | 2016-10-26 | 中国科学院广州能源研究所 | Shearing device for mechanical tests of hydrate-containing sediments |
| CN106644754A (en) * | 2016-09-30 | 2017-05-10 | 重庆大学 | Direct shear test device using triaxial compression tester for loading and direct shear test method |
| CN108387459A (en) * | 2018-01-26 | 2018-08-10 | 中国矿业大学 | A kind of anchor shaft anchor cable anti-shear performance test device and test method |
| CN113624632A (en) * | 2021-07-29 | 2021-11-09 | 江苏建科鉴定咨询有限公司 | Comprehensive error calibration method for strain control type direct shear apparatus |
| CN108007763B (en) * | 2017-12-27 | 2023-07-28 | 山东大学 | Lateral double-shaft loading test device and method |
-
2004
- 2004-10-18 CN CN 200410083683 patent/CN1267718C/en not_active Expired - Fee Related
Cited By (20)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1737530B (en) * | 2005-08-01 | 2012-04-25 | 上海市政工程设计研究院 | Method for testing permeability coefficient and anti-pervasion gradient ratio |
| CN101699257B (en) * | 2009-10-28 | 2011-08-03 | 河海大学 | Planar and lateral strain controlled triaxial apparatus |
| CN101876169A (en) * | 2010-05-26 | 2010-11-03 | 西安科技大学 | Method for testing soil shear strength of slope in situ |
| CN101949800A (en) * | 2010-08-24 | 2011-01-19 | 清华大学 | Pressing-twisting multi-shaft loading testing machine |
| CN101949800B (en) * | 2010-08-24 | 2012-09-05 | 清华大学 | Pressing-twisting multi-shaft loading testing machine |
| CN103149066A (en) * | 2013-02-27 | 2013-06-12 | 浙江土工仪器制造有限公司 | Direct shearing and prepressing instrument |
| CN103698228B (en) * | 2013-12-04 | 2015-10-21 | 同济大学 | A kind of large-scale real triaxial shearing test device and application thereof |
| CN103698228A (en) * | 2013-12-04 | 2014-04-02 | 同济大学 | Large-scale real triaxial shear testing device and application thereof |
| CN103674735B (en) * | 2013-12-13 | 2016-01-06 | 北京豪特耐管道设备有限公司 | Device for shear strength of composite pipe and method of testing |
| CN103674735A (en) * | 2013-12-13 | 2014-03-26 | 北京豪特耐管道设备有限公司 | Test device for shear strength of composite pipe and test method |
| CN104142277A (en) * | 2014-08-08 | 2014-11-12 | 重庆大学 | Soil body torsion shear seepage testing device and testing method |
| CN105823691A (en) * | 2016-03-21 | 2016-08-03 | 中南大学 | Undrained shear strength indoor combined measuring instrument and application method thereof |
| CN105823691B (en) * | 2016-03-21 | 2018-06-29 | 中南大学 | Simultaneous determination instrument and its application method in a kind of undrained shear strength room |
| CN106053245A (en) * | 2016-07-14 | 2016-10-26 | 中国科学院广州能源研究所 | Shearing device for mechanical tests of hydrate-containing sediments |
| CN106644754A (en) * | 2016-09-30 | 2017-05-10 | 重庆大学 | Direct shear test device using triaxial compression tester for loading and direct shear test method |
| CN106644754B (en) * | 2016-09-30 | 2019-06-18 | 重庆大学 | A kind of direct shear test device and method loaded using new triaxial test equipment |
| CN108007763B (en) * | 2017-12-27 | 2023-07-28 | 山东大学 | Lateral double-shaft loading test device and method |
| CN108387459A (en) * | 2018-01-26 | 2018-08-10 | 中国矿业大学 | A kind of anchor shaft anchor cable anti-shear performance test device and test method |
| CN108387459B (en) * | 2018-01-26 | 2020-03-27 | 中国矿业大学 | Device and method for testing anti-shearing performance of anchor rod and anchor cable |
| CN113624632A (en) * | 2021-07-29 | 2021-11-09 | 江苏建科鉴定咨询有限公司 | Comprehensive error calibration method for strain control type direct shear apparatus |
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| CN1267718C (en) | 2006-08-02 |
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Assignee: Shanghai Zhongke Mining Co., Ltd. Assignor: Institute of Geology and Geophysics, Chinese Academy of Sciences|Li Xiao| Zhang Nian| He Jianming|Li Shouding Contract record no.: 2010210000094 Denomination of invention: Central direct shear apparatus of triaxiality ring pressure Granted publication date: 20060802 License type: Exclusive License Open date: 20050330 Record date: 20100624 |
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Granted publication date: 20060802 Termination date: 20131018 |