CN103808570B - A kind of geotextile anti-pulling friction testing method for Rock And Soil - Google Patents

A kind of geotextile anti-pulling friction testing method for Rock And Soil Download PDF

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Publication number
CN103808570B
CN103808570B CN201410072868.2A CN201410072868A CN103808570B CN 103808570 B CN103808570 B CN 103808570B CN 201410072868 A CN201410072868 A CN 201410072868A CN 103808570 B CN103808570 B CN 103808570B
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sample
consolidation
geotextile
filter paper
sample box
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CN103808570A (en
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李志清
胡瑞林
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Institute of Geology and Geophysics of CAS
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Institute of Geology and Geophysics of CAS
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Abstract

A kind of geotextile anti-pulling friction testing method for Rock And Soil, it is characterized in that the method adopts a kind of test unit, this device comprises drawing stepper motor (1), drawing is measured one's own ability ring (2), upper sample box (6), increased pressure frame (9), lower sample box (13), lower bottom base (14), shearing is measured one's own ability ring (15), shear stepper motor (16), pressing lever (23) and counterweight (25).Adopt this device can carry out the test of geotextile anti-pulling and friction resistant shear test, and draw power and deflection F-L curve, when drawing displacement meter (29) or shear displacemant table (28) indicated value resilience, anti-pulling or the friction resistant shear resistance maximal value of geotextile (4) can be obtained.The method is simple and practical, flexible operation, can be used for test and the experimental study of the anti-pulling of multiple geotextile in multiple porous medium and shear strength characteristic.

Description

A kind of geotextile anti-pulling friction testing method for Rock And Soil
Technical field
The present invention is a kind of soil test method, belongs to building (ground) field of engineering technology.
Background technology
Geotextile is widely used in reinforced earth, can provide balanced stress for Rock And Soil, and forms a kind of composite structure system.Along with China's Geotechnical Engineering is built extensively and profoundly, reinforced earth technology is promoted faster, and technology application is considerably beyond theoretical research.How to measure the tensile strength of geotextile in Rock And Soil and shear strength, so far suitable experimental facilities is not also had to measure, more is adopt the index such as tensile strength, puncture resistance intensity of geotextile self to carry out design and construction at present, does not also form unified strength test specification and operating process.This application will invent a kind of test unit exactly, this device is used for the anti-pulling of multiple geotextile in porous medium and the experimental test of friction resistant strength characteristics.
Summary of the invention
The object of the invention is to provide a kind of geotextile anti-pulling friction testing method for Rock And Soil, solves geotextile comprises anti-pulling characteristic in sand, silt or cohesive soil and friction resistant shear property experimental test problem at porous medium.
Technical solution of the present invention, it is characterized in that the method adopts a kind of test unit, this device comprises drawing stepper motor 1, drawing is measured one's own ability ring 2, upper sample box 6, increased pressure frame 9, lower sample box 13, lower bottom base 14, shearing is measured one's own ability ring 15, shear stepper motor 16, pressing lever 23, counterweight 25, drawing stepper motor 1 connects drawing and to measure one's own ability ring 2, for providing the pulling force of strain controlling formula or Stress Control formula for the pull-out test of geotextile, drawing displacement meter 29 connects drawing and to measure one's own ability ring 2, lower bottom base 14 installs lower sample box 13 above, lower sample box 13 is provided with lower osculum 17, lower sample box 13 installs lower permeable stone 18 above, draining is exhausted by lower osculum 17, lower permeable stone 18 installs filter paper above, lower sample 26 is installed above filter paper, laying geotextile 4 between lower sample 26 and upper sample 12, geotextile 4 is fixed by fixture 3 and deformation fixture 5, and record the position before on-test by deformation fixture 5, upper sample 12 installs filter paper above, permeable stone 11 is installed above filter paper, upper dankness stone 11 installs top cover 8 above, top cover 8 is provided with osculum 7, and the exhaust outlet of sample is carried out by upper osculum 7, between upper sample box 6 and lower sample box 13, cushion block is installed, top cover 8 contacts with pressuring shaft 10, pressuring shaft 10 is connected with increased pressure frame 9, shear stepper motor 16 to connect shearing and to measure one's own ability ring 15, the anti-shearing friction test being geotextile by promotion lower bottom base 14 provides the shearing force of strain controlling formula or Stress Control formula, shear displacemant meter 30 connects shearing and to measure one's own ability ring 15, lower bottom base 14 is by ball joint test platform 27, test platform 27 is provided with shear displacemant table 28 and consolidation displacement meter 31, test platform 27 is connected and fixed bolt 21, gim peg 21 connects large counterweight 19 and pressing lever 23 by rotation axis 20, first suspension hook 22 is installed between rotation axis 20, pressing lever 23 connects counterweight 25 by the second suspension hook 24.
(1) this device is adopted to carry out the method for geotextile anti-pulling test as follows:
1. lower sample box 13 is arranged in lower bottom base 14, lower permeable stone 18 is put into lower sample box 13, filter paper is laid on lower permeable stone 18 surface, lower sample 26 is laid above filter paper, filter paper is laid on lower sample 26 surface, install permeable stone 11 above filter paper, upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. the counterweight 25 of some is applied by testing requirements, for lower sample 26 provides consolidation pressure, make lower sample 26 consolidation, draining is exhausted by upper osculum 7 and lower osculum 17, be not more than 0.01mm/h and lower sample 26 top layer after consolidation exceedes lower sample box 13 top layer 2-4mm until consolidation displacement meter 31 indicated value, be considered as lower sample 26 consolidation complete;
3. after playing sample 26 consolidation, removal consolidation pressure, take off top cover 8, upper dankness stone 11 and filter paper successively, top layer laying geotextile 4, then sample box 6 is installed, between upper sample box 6 and lower sample box 13, cushion block is installed, makes gap between sample box 6 and lower sample box 13 between 4-6mm;
4. go up in sample box 6 and install sample 12, filter paper is laid on upper sample 12 top layer, installs permeable stone 11 above filter paper, and upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply by testing requirements the counterweight 25 2. walking same quantity with the, for upper sample 12 provides consolidation pressure, make sample 12 consolidation, and be exhausted draining by upper osculum 7, after consolidation displacement meter 31 indicated value is not more than 0.01mm/h, be considered as sample 12 consolidation complete;
6. geotextile 4 sectional fixture 3 and deformation fixture 5 is followed successively by, connect geotextile 4 and drawing to measure one's own ability ring 2, strain-type or stress-type pulling force is applied by drawing stepper motor 1, value of thrust F is recorded by drawing displacement meter 29, by the deflection L of deformation fixture 5 with the distance change records geotextile 4 of lower sample box 13, and draw F-L curve, when the resilience of drawing displacement meter 29 indicated value, represent that geotextile 4 tension reaches peak value, the anti-drawing strength maximal value F ' of geotextile 4 can be obtained.
(2) this device is adopted to carry out the method for geotextile fricting shearing test as follows:
1. lower sample box 13 is arranged in lower bottom base 14, lower permeable stone 18 is put into lower sample box 13, filter paper is laid on lower permeable stone 18 surface, lower sample 26 is laid above filter paper, filter paper is laid on lower sample 26 surface, install permeable stone 11 above filter paper, upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. the counterweight 25 of some is applied by testing requirements, for lower sample 26 is caught for consolidation pressure, make lower sample 26 consolidation, draining is exhausted by upper osculum 7 and lower osculum 17, be not more than 0.01mm/h and lower sample 26 top layer after consolidation exceedes lower sample box 13 top layer 2-4mm until consolidation displacement meter 31 indicated value, be considered as lower sample 26 consolidation complete;
3. after playing sample 26 consolidation, removal consolidation pressure, take off top cover 8, upper dankness stone 11 and filter paper successively, top layer laying geotextile 4, then sample box 6 is installed, between upper sample box 6 and lower sample box 13, cushion block is installed, makes gap between sample box 6 and lower sample box 13 between 4-6mm;
4. go up in sample box 6 and install sample 12, filter paper is laid on upper sample 12 top layer, installs permeable stone 11 above filter paper, and upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply by testing requirements the counterweight 25 2. walking same quantity with the, for upper sample 12 provides consolidation pressure, make sample 12 consolidation, and be exhausted draining by upper osculum 7, after consolidation displacement meter 31 indicated value is not more than 0.01mm/h, be considered as sample 12 consolidation complete;
6. connect lower bottom base 14 and shearing to measure one's own ability ring 15, strain-type or stress-type shearing force is applied by shearing stepper motor 16, shear force value F is recorded by shear displacemant meter 30, the shift value L of base 14 is recorded by shear displacemant table 28, and draw F-L curve, when the resilience of shear displacemant table 28 indicated value, represent that geotextile 4 reaches peak value by fricting shearing, the friction resistant shear resistance maximal value F ' of geotextile 4 can be obtained.
Advantage of the present invention:
The method measuring accuracy is high, easy to use, flexible operation, meet geotextile anti-pulling under loaded conditions and the requirement of friction resistant shear resistance measurement control, directly can measure the anti-pulling of various geotextile (as geotextile, GSZ etc.) in porous medium (comprising sand, silt, clay etc.) and friction resistant shear strength characteristics.
The scope of application of the present invention:
Can be used for anti-pulling in porous medium of the various geotextiles that run in civil engineering work or Geological Engineering and friction resistant shear strength characteristics measures.
Accompanying drawing illustrates:
Fig. 1 is a kind of structural representation of the geotextile drawing direct shear test device for Rock And Soil.Wherein have drawing stepper motor 1, drawing is measured one's own ability ring 2, fixture 3, geotextile 4, deformation fixture 5, upper sample box 6, upper osculum 7, top cover 8, increased pressure frame 9, pressuring shaft 10, upper dankness stone 11, upper sample 12, lower sample box 13, lower bottom base 14, shears ring 15 of measuring one's own ability, shear stepper motor 16, lower osculum 17, lower permeable stone 18, large counterweight 19, rotation axis 20, gim peg 21, the first suspension hook 22, pressing lever 23, the second suspension hook 24, counterweight 25, lower sample 26, test platform 27, shear displacemant table 28.
Fig. 2 is a kind of vertical view of the geotextile drawing direct shear test apparatus structure schematic diagram for Rock And Soil.Wherein have drawing stepper motor 1, drawing is measured one's own ability ring 2, fixture 3, geotextile 4, deformation fixture 5, upper sample box 6, upper air-vent 7, increased pressure frame 9, lower bottom base 14, shears ring 15 of measuring one's own ability, and shears stepper motor 16, drawing displacement meter 29, shear displacemant meter 30.
Fig. 3 is a kind of A-A sectional view of vertical view of the geotextile drawing direct shear test apparatus structure schematic diagram for Rock And Soil.Wherein there is geotextile 4, increased pressure frame 9, rotation axis 20, test platform 27, consolidation displacement meter 31.
Embodiment:
Embodiment:
(1) this device is adopted to carry out the step of geotextile pull-out test as follows:
1. lower sample box 13 is arranged in lower bottom base 14, lower permeable stone 18 is put into lower sample box 13, filter paper is laid on lower permeable stone 18 surface, lower sample 26 is laid above filter paper, filter paper is laid on lower sample 26 surface, install permeable stone 11 above filter paper, upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. counterweight 25 is applied, for lower sample 26 provides the consolidation pressure of 100kPa, make lower sample 26 consolidation, draining is exhausted by upper osculum 7 and lower osculum 17, when consolidation displacement meter 31 indicated value is less than or equal to 0.01mm/h and lower sample 26 top layer after consolidation exceedes lower sample box 13 top layer 3mm, lower sample 26 consolidation is complete;
3. after playing sample 26 consolidation, removal 100kPa consolidation pressure, take off top cover 8, upper dankness stone 11 and filter paper successively, top layer laying geotextile 4, then sample box 6 is installed, between upper sample box 6 and lower sample box 13, cushion block is installed, makes gap between sample box 6 and lower sample box 13 between 5mm;
4. go up in sample box 6 and install sample 12, filter paper is laid on upper sample 12 top layer, installs permeable stone 11 above filter paper, and upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply counterweight 25, for upper sample 12 provides 100kPa consolidation pressure, make sample 12 consolidation, and be exhausted draining by upper osculum 7, after consolidation displacement meter 31 indicated value is less than or equal to 0.01mm/h, upper sample 12 consolidation is complete;
6. geotextile 4 sectional fixture 3 and deformation fixture 5 is followed successively by, connect geotextile 4 and drawing to measure one's own ability ring 2, strain-type or stress-type pulling force is applied by drawing stepper motor 1, value of thrust F is recorded by drawing displacement meter 29, by the deflection L of deformation fixture 5 with the distance change records geotextile 4 of lower sample box 13, and draw F-L curve, when drawing displacement meter 29 indicated value resilience, the instantaneous indicated value of record resilience, is the anti-drawing strength maximal value F ' of this geotextile 4.
(2) this device is adopted to carry out the step of geotextile direct shear test as follows:
1. lower sample box 13 is arranged in lower bottom base 14, lower permeable stone 18 is put into lower sample box 13, filter paper is laid on lower permeable stone 18 surface, lower sample 26 is laid above filter paper, filter paper is laid on lower sample 26 surface, install permeable stone 11 above filter paper, upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. counterweight 25 is applied, for lower sample 26 provides 100kPa consolidation pressure, make lower sample 26 consolidation, draining is exhausted by upper osculum 7 and lower osculum 17, when consolidation displacement meter 31 indicated value is less than or equal to 0.01mm/h and lower sample 26 top layer after consolidation exceedes lower sample box 13 top layer 3mm, lower sample 26 consolidation is complete;
3. after playing sample 26 consolidation, removal 100kPa consolidation pressure, take off top cover 8, upper dankness stone 11 and filter paper successively, top layer laying geotextile 4, then sample box 6 is installed, between upper sample box 6 and lower sample box 13, cushion block is installed, makes gap between sample box 6 and lower sample box 13 between 5mm;
4. go up in sample box 6 and install sample 12, filter paper is laid on upper sample 12 top layer, installs permeable stone 11 above filter paper, and upper dankness stone 11 installs top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply counterweight 25, for upper sample 12 provides 100kPa consolidation pressure, make sample 12 consolidation, and be exhausted draining by upper osculum 7, when consolidation displacement meter 31 indicated value is less than or equal to 0.01mm/h, upper sample 12 consolidation is complete;
6. connect lower bottom base 14 and shearing to measure one's own ability ring 15, strain-type or stress-type shearing force is applied by shearing stepper motor 16, shear force value F is recorded by shear displacemant meter 30, the shift value L of base 14 is recorded by shear displacemant table 28, and draw F-L curve, when the resilience of shear displacemant table 28 indicated value, the instantaneous indicated value of record resilience, is the friction resistant shear resistance maximal value F ' of this geotextile 4.

Claims (1)

1. the geotextile anti-pulling friction testing method for Rock And Soil, it is characterized in that the method adopts a kind of test unit, this device comprises drawing stepper motor (1), drawing is measured one's own ability ring (2), upper sample box (6), increased pressure frame (9), lower sample box (13), lower bottom base (14), shearing is measured one's own ability ring (15), shear stepper motor (16), pressing lever (23), counterweight (25), drawing stepper motor (1) connects drawing and to measure one's own ability ring (2), drawing displacement meter (29) connects drawing and to measure one's own ability ring (2), lower bottom base (14) installs lower sample box (13) above, lower sample box (13) is provided with lower osculum (17), lower sample box (13) installs lower permeable stone (18) above, draining is exhausted by lower osculum (17), lower permeable stone (18) installs filter paper above, lower sample (26) is installed above filter paper, laying geotextile (4) between lower sample (26) and upper sample (12), geotextile (4) is fixed by fixture (3) and deformation fixture (5), upper sample (12) installs filter paper above, permeable stone (11) is installed above filter paper, upper dankness stone (11) installs top cover (8) above, top cover (8) is provided with osculum (7), between upper sample box (6) and lower sample box (13), cushion block is installed, top cover (8) contacts with pressuring shaft (10), pressuring shaft (10) is connected with increased pressure frame (9), shear stepper motor (16) to connect shearing and to measure one's own ability ring (15), shearing force is provided by promoting lower bottom base (14), shear displacemant meter (30) connects shearing and to measure one's own ability ring (15), lower bottom base (14) is by ball joint test platform (27), test platform (27) is provided with shear displacemant table (28) and consolidation displacement meter (31), test platform (27) is connected and fixed bolt (21), gim peg (21) connects large counterweight (19) and pressing lever (23) by rotation axis (20), first suspension hook (22) is installed between rotation axis (20), pressing lever (23) connects counterweight (25) by the second suspension hook (24),
(1) this device is adopted to carry out the method for geotextile anti-pulling test as follows:
(1) lower sample box (13) is arranged in lower bottom base (14), lower permeable stone (18) is put into lower sample box (13), filter paper is laid on lower permeable stone (18) surface, lower sample (26) is laid above filter paper, filter paper is laid on lower sample (26) surface, permeable stone (11) is installed above filter paper, upper dankness stone (11) installs top cover (8) above, and top cover (8) connects pressuring shaft (10);
(2) counterweight (25) is applied by testing requirements, for lower sample (26) provides consolidation pressure, make lower sample (26) consolidation, draining is exhausted by upper osculum (7) and lower osculum (17), be not more than 0.01mm/h and lower sample (26) top layer after consolidation exceedes lower sample box (13) top layer 2-4mm until consolidation displacement meter (31) indicated value, be considered as lower sample (26) consolidation complete;
(3) under after sample (26) consolidation, removal consolidation pressure, take off top cover (8), upper dankness stone (11) and filter paper successively, top layer laying geotextile (4), then sample box (6) is installed, between upper sample box (6) and lower sample box (13), cushion block is installed, makes gap between sample box (6) and lower sample box (13) between 4-6mm;
(4) sample (12) is installed in upper sample box (6), filter paper is laid on upper sample (12) top layer, permeable stone (11) is installed above filter paper, upper dankness stone (11) installs top cover (8) above, and top cover (8) connects pressuring shaft (10);
(5) counterweight (25) with (2) step equal number is applied by testing requirements, for upper sample (12) provides consolidation pressure, make sample (12) consolidation, and be exhausted draining by upper osculum (7), after consolidation displacement meter (31) indicated value is not more than 0.01mm/h, be considered as sample (12) consolidation complete;
(6) geotextile (4) sectional fixture (3) and deformation fixture (5) is followed successively by, connect geotextile (4) to measure one's own ability ring (2) with drawing, strain-type or stress-type pulling force is applied by drawing stepper motor (1), by drawing displacement meter (29) record value of thrust F, by the deflection L of deformation fixture (5) with the distance change records geotextile (4) of lower sample box (13), and draw F-L curve, when drawing displacement meter (29) indicated value resilience, represent that geotextile (4) tension reaches peak value, the anti-drawing strength maximal value F ' of geotextile (4) can be obtained,
(2) this device is adopted to carry out the method for geotextile fricting shearing test as follows:
(1) lower sample box (13) is arranged in lower bottom base (14), lower permeable stone (18) is put into lower sample box (13), filter paper is laid on lower permeable stone (18) surface, lower sample (26) is laid above filter paper, filter paper is laid on lower sample (26) surface, permeable stone (11) is installed above filter paper, upper dankness stone (11) installs top cover (8) above, and top cover (8) connects pressuring shaft (10);
(2) counterweight (25) is applied by testing requirements, for lower sample (26) provides consolidation pressure, make lower sample (26) consolidation, draining is exhausted by upper osculum (7) and lower osculum (17), be not more than 0.01mm/h and lower sample (26) top layer after consolidation exceedes lower sample box (13) top layer 2-4mm until consolidation displacement meter (31) indicated value, be considered as lower sample (26) consolidation complete;
(3) under after sample (26) consolidation, removal consolidation pressure, take off top cover (8), upper dankness stone (11) and filter paper successively, top layer laying geotextile (4), then sample box (6) is installed, between upper sample box (6) and lower sample box (13), cushion block is installed, makes gap between sample box (6) and lower sample box (13) between 4-6mm;
(4) sample (12) is installed in upper sample box (6), filter paper is laid on upper sample (12) top layer, permeable stone (11) is installed above filter paper, upper dankness stone (11) installs top cover (8) above, and top cover (8) connects pressuring shaft (10);
(5) counterweight (25) with (2) step equal number is applied by testing requirements, for upper sample (12) provides consolidation pressure, make sample (12) consolidation, and be exhausted draining by upper osculum (7), after consolidation displacement meter (31) indicated value is not more than 0.01mm/h, be considered as sample (12) consolidation complete;
(6) connect lower bottom base (14) to measure one's own ability ring (15) with shearing, strain-type or stress-type shearing force is applied by shearing stepper motor (16), by shear displacemant meter (30) record shear force value F, the shift value L of base (14) is recorded by shear displacemant table (28), and draw F-L curve, when shear displacemant table (28) indicated value resilience, represent that geotextile (4) reaches peak value by fricting shearing, the friction resistant shear resistance maximal value F ' of geotextile (4) can be obtained.
CN201410072868.2A 2014-03-03 2014-03-03 A kind of geotextile anti-pulling friction testing method for Rock And Soil Expired - Fee Related CN103808570B (en)

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CN104833575B (en) * 2015-05-16 2016-06-22 山西省交通科学研究院 A kind of geosynthetics anisotropy pull-out test system and method
CN109115999A (en) * 2018-08-17 2019-01-01 准邦检测仪器(上海)有限公司 A kind of method of test fabric performance parameters

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EP0064753A1 (en) * 1981-05-12 1982-11-17 Georg Fischer Aktiengesellschaft Sand testing apparatus
CN102128758A (en) * 2010-11-19 2011-07-20 深圳金迈克精密科技有限公司 Instrument for testing friction and wear performance of coating
CN201965055U (en) * 2011-03-30 2011-09-07 长安大学 Temperature control type direct shearing equipment
CN202383029U (en) * 2011-12-12 2012-08-15 四川大学 Assembled size-variable dual-sided shearing apparatus

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JP6146851B2 (en) * 2011-10-11 2017-06-14 国立研究開発法人物質・材料研究機構 High temperature friction wear measuring device

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Publication number Priority date Publication date Assignee Title
EP0064753A1 (en) * 1981-05-12 1982-11-17 Georg Fischer Aktiengesellschaft Sand testing apparatus
CN102128758A (en) * 2010-11-19 2011-07-20 深圳金迈克精密科技有限公司 Instrument for testing friction and wear performance of coating
CN201965055U (en) * 2011-03-30 2011-09-07 长安大学 Temperature control type direct shearing equipment
CN202383029U (en) * 2011-12-12 2012-08-15 四川大学 Assembled size-variable dual-sided shearing apparatus

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