CN103776696A - Drawing and shear testing device for geosynthetics - Google Patents
Drawing and shear testing device for geosynthetics Download PDFInfo
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- CN103776696A CN103776696A CN201410072867.8A CN201410072867A CN103776696A CN 103776696 A CN103776696 A CN 103776696A CN 201410072867 A CN201410072867 A CN 201410072867A CN 103776696 A CN103776696 A CN 103776696A
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Abstract
The invention discloses a drawing and shear testing device for geosynthetics. The drawing and shear testing device is characterized by comprising a drawing stepping motor (1), a drawing force measuring ring (2), an upper sample box (6), a pressurizing frame (9), a lower sample box (13), a lower base (14), a shear force measuring ring (15), a shear stepping motor (16), a pressurizing lever (23) and a weight (25), wherein the drawing stepping motor (1) is connected with the drawing force measuring ring (2); the lower sample box (13) is mounted on the lower base (14); a lower sample (26) is arranged on a piece of filter paper; geosynthetics (4) are laid between the lower sample (26) and an upper sample (12); the geosynthetics (4) are fixed through a clamp (3) and a deformable clamp (5); a top cover (8) is arranged on upper water permeating stones (11); upper drain holes (7) are formed in the top cover (8); a cushion block is arranged between the upper sample box (6) and the lower sample box (13); the top cover (8) has contact with a pressurizing shaft (10), and the shear stepping motor (16) is used for providing a shear force by means of pushing the lower base (14). The drawing and shear testing device is simple to manufacture, high in measurement accuracy, convenient to use and capable of being used for measuring the tensile strength and shear strength properties of various geosynthetics in a porous medium in civil engineering or geological engineering.
Description
Technical field
The present invention is a kind of soil test device, belongs to building (ground) field of engineering technology.
Background technology
Geosynthetics 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 is applied considerably beyond theoretical research.How to measure tensile strength and the shear strength of geosynthetics in Rock And Soil, so far also do not have suitable experimental facilities to measure, at present more be the tensile strength that adopts geosynthetics self, anti-ly puncture the indexs such as intensity and carry out design and construction, also do not form unified strength test standard and operating process.This application will be invented a kind of test unit exactly, to be applicable to the anti-pulling of multiple geosynthetics in porous medium and the experimental test of shear strength characteristic.
Summary of the invention
The object of the invention is to provide a kind of geosynthetics drawing shearing test device, solves geosynthetics and comprises anti-pulling characteristic in sand, silt or cohesive soil and the experimental test problem of anti-shearing characteristic at porous medium.
Technical solution of the present invention, it is characterized in that this device comprises drawing stepper motor 1, drawing is measured one's own ability and is encircled 2, upper sample box 6, increased pressure frame 9, lower sample box 13, lower bottom base 14, shearing is measured one's own ability and is encircled 15, shear stepper motor 16, pressurization lever 23, counterweight 25, drawing stepper motor 1 connect drawing measure one's own ability ring 2, be used to the pull-out test of geosynthetics that the pulling force of strain control formula or Stress Control formula is provided, drawing displacement meter 29 connect drawing measure one's own ability ring 2, lower bottom base 14 is installed lower sample box 13 above, lower sample box 13 is provided with lower osculum 17, lower sample box 13 is installed lower permeable stone 18 above, carry out exhaust outlet by lower osculum 17, lower permeable stone 18 is installed filter paper above, lower sample 26 is installed above filter paper, between lower sample 26 and upper sample 12, lay geosynthetics 4, geosynthetics 4 is fixing by fixture 3 and distortion fixture 5, and record the position before on-test by distortion fixture 5, upper sample 12 is installed filter paper above, above filter paper, install permeable stone 11, upper dankness stone 11 is installed top cover 8 above, top cover 8 is provided with osculum 7, and carry out the exhaust outlet of sample 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 connections and shear the ring 15 of measuring one's own ability, the cut resistance test that is geosynthetics by promotion lower bottom base 14 provides the shearing force of strain control formula or Stress Control formula, shear displacemant meter 30 connects shears the ring 15 of measuring one's own ability, lower bottom base 14 is by ball joint test platform 27, test platform 27 is provided with shear displacemant table 28 and fixed displacement meter 31, test platform 27 is connected and fixed bolt 21, gim peg 21 connects large counterweight 19 and pressurization lever 23 by rotation axis 20, the first suspension hook 22 is installed between rotation axis 20, pressurization lever 23 connects counterweight 25 by the second suspension hook 24.
(1) adopt this device to carry out the method for geosynthetics 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 surfaces, above filter paper, lay lower sample 26, filter paper is laid on lower sample 26 surfaces, above filter paper, install permeable stone 11, upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. apply the counterweight 25 of some by testing requirements, for lower sample 26 provides consolidation pressure, make lower sample 26 fixed, carry out exhaust outlet by upper osculum 7 and lower osculum 17, until fixed displacement meter 31 indicated values be not more than 0.01mm/h and fixed after lower sample 26 top layers exceed lower sample box 13 top layer 2-4mm, be considered as lower sample 26 fixed complete;
3. after playing sample 26 fixed, removal consolidation pressure, take off successively top cover 8, upper dankness stone 11 and filter paper, geosynthetics 4 is laid on top layer, then install sample box 6, between upper sample box 6 and lower sample box 13, cushion block is installed, is made 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 layers, installs permeable stone 11 above filter paper, and upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply by testing requirements the counterweight 25 that 2. walks equal number with, for upper sample 8 provides consolidation pressure, make sample 8 fixed, and carry out exhaust outlet by upper osculum 7, be not more than after 0.01mm/h until fixed displacement meter 31 indicated values, be considered as sample 8 fixed complete;
6. be followed successively by geosynthetics 4 sectional fixtures 3 and distortion fixture 5, connecting geosynthetics 4 measures one's own ability and encircles 2 with drawing, apply strain-type or stress-type pulling force by drawing stepper motor 1, record value of thrust F by drawing displacement meter 29, record the deflection L of geosynthetics 4 by distortion fixture 5 and the change of distance of lower sample box 13, and draw F-L curve, when the 29 indicated value resiliences of drawing displacement meter, represent that geosynthetics 4 tensions reach peak value, can obtain the anti-pulling maximum of intensity F ' of geosynthetics 4.
(2) adopt this device to carry out the method for geosynthetics 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 surfaces, above filter paper, lay lower sample 26, filter paper is laid on lower sample 26 surfaces, above filter paper, install permeable stone 11, upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. apply the counterweight 25 of some by testing requirements, for lower sample 26 provides consolidation pressure, make lower sample 26 fixed, carry out exhaust outlet by upper osculum 7 and lower osculum 17, until fixed displacement meter 31 indicated values be not more than 0.01mm/h and fixed after lower sample 26 top layers exceed lower sample box 13 top layer 2-4mm, be considered as lower sample 26 fixed complete;
3. after playing sample 26 fixed, removal consolidation pressure, take off successively top cover 8, upper dankness stone 11 and filter paper, geosynthetics 4 is laid on top layer, then install sample box 6, between upper sample box 6 and lower sample box 13, cushion block is installed, is made 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 layers, installs permeable stone 11 above filter paper, and upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply by testing requirements the counterweight 25 that 2. walks equal number with, for upper sample 8 provides consolidation pressure, make sample 8 fixed, and carry out exhaust outlet by upper osculum 7, be not more than after 0.01mm/h until fixed displacement meter 31 indicated values, be considered as sample 8 fixed complete;
6. connecting lower bottom base 14 measures one's own ability and encircles 15 with shearing, apply strain-type or stress-type shearing force by shearing stepper motor 16, record shear force value F by shear displacemant meter 30, record the shift value L of base 14 by shear displacemant table 28, and draw F-L curve, when the resilience of shear displacemant table 28 indicated value, represent that geosynthetics 4 is subject to shearing to reach peak value, can obtain the shear strength maximal value F ' of geosynthetics 4.
Advantage of the present invention:
This device manufacture is simple, measuring accuracy is high, easy to use, meet anti-pulling and the shear strength measurement control requirement of geosynthetics under loading environment, can directly measure anti-pulling and the shear strength characteristic of various geosynthetics (as geotextile, GSZ etc.) in porous medium (comprising sand, silt, clay etc.).
The scope of application of the present invention:
Can be used for the various geosynthetics that run in civil engineering work or Geological Engineering anti-pulling and the shear strength characteristic in porous medium measures.
Accompanying drawing explanation:
Fig. 1 is a kind of structural representation of geosynthetics drawing shearing test device.Wherein have drawing stepper motor 1, drawing is measured one's own ability and is encircled 2, fixture 3, geosynthetics 4, distortion 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 the 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 hooks 22, pressurization lever 23, the second suspension hooks 24, counterweight 25, lower sample 26, test platform 27, shear displacemant table 28.
Fig. 2 is a kind of vertical view of geosynthetics drawing shearing test device structural representation.Wherein have drawing stepper motor 1, drawing is measured one's own ability and is encircled 2, fixture 3, and geosynthetics 4, distortion fixture 5, upper sample box 6, upper air-vent 7, increased pressure frame 9, lower bottom base 14, shears the 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 geosynthetics drawing shearing test device structural representation.Wherein there is geosynthetics 4, increased pressure frame 9, rotation axis 20, test platform 27, fixed displacement meter 31.
Embodiment:
Embodiment:
(1) adopt this device to carry out the step of geosynthetics 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 surfaces, above filter paper, lay lower sample 26, filter paper is laid on lower sample 26 surfaces, above filter paper, install permeable stone 11, upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. apply counterweight 25, for lower sample 26 provides the consolidation pressure of 100kPa, make lower sample 26 fixed, carry out exhaust outlet by upper osculum 7 and lower osculum 17, until fixed displacement meter 31 indicated values be less than or equal to 0.01mm/h and fixed after lower sample 26 top layers while exceeding lower sample box 13 top layer 3mm, lower sample 26 is fixed complete;
3. after playing sample 26 fixed, removal 100kPa consolidation pressure, take off successively top cover 8, upper dankness stone 11 and filter paper, geosynthetics 4 is laid on top layer, then install sample box 6, between upper sample box 6 and lower sample box 13, cushion block is installed, is made 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 layers, installs permeable stone 11 above filter paper, and upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply counterweight 25, for upper sample 8 provides 100kPa consolidation pressure, make sample 8 fixed, and carry out exhaust outlet by upper osculum 7, be less than or equal to after 0.01mm/h until fixed displacement meter 31 indicated values, upper sample 8 is fixed complete;
6. be followed successively by geosynthetics 4 sectional fixtures 3 and distortion fixture 5, connecting geosynthetics 4 measures one's own ability and encircles 2 with drawing, apply strain-type or stress-type pulling force by drawing stepper motor 1, record value of thrust F by drawing displacement meter 29, record the deflection L of geosynthetics 4 by distortion fixture 5 and the change of distance of lower sample box 13, and draw F-L curve, in the time of the 29 indicated value resilience of drawing displacement meter, record the instantaneous indicated value of resilience, be the anti-pulling maximum of intensity F ' of this geosynthetics 4.
(2) adopt this device to carry out the step of geosynthetics 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 surfaces, above filter paper, lay lower sample 26, filter paper is laid on lower sample 26 surfaces, above filter paper, install permeable stone 11, upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
2. apply counterweight 25, for lower sample 26 provides 100kPa consolidation pressure, make lower sample 26 fixed, carry out exhaust outlet by upper osculum 7 and lower osculum 17, until fixed displacement meter 31 indicated values be less than or equal to 0.01mm/h and fixed after lower sample 26 top layers while exceeding lower sample box 13 top layer 3mm, lower sample 26 is fixed complete;
3. after playing sample 26 fixed, removal 100kPa consolidation pressure, take off successively top cover 8, upper dankness stone 11 and filter paper, geosynthetics 4 is laid on top layer, then install sample box 6, between upper sample box 6 and lower sample box 13, cushion block is installed, is made 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 layers, installs permeable stone 11 above filter paper, and upper dankness stone 11 is installed top cover 8 above, and top cover 8 connects pressuring shaft 10;
5. apply counterweight 25, for upper sample 8 provides 100kPa consolidation pressure, make sample 8 fixed, and carry out exhaust outlet by upper osculum 7, in the time that fixed displacement meter 31 indicated values are less than or equal to 0.01mm/h, upper sample 8 is fixed complete;
6. connecting lower bottom base 14 measures one's own ability and encircles 15 with shearing, apply strain-type or stress-type shearing force by shearing stepper motor 16, record shear force value F by shear displacemant meter 30, record the shift value L of base 14 by shear displacemant table 28, and draw F-L curve, when the resilience of shear displacemant table 28 indicated value, record the instantaneous indicated value of resilience, be the shear strength maximal value F ' of this geosynthetics 4.
Claims (1)
1. a geosynthetics drawing shearing test device, it is characterized in that this device comprises drawing stepper motor (1), the drawing ring (2) of measuring one's own ability, upper sample box (6), increased pressure frame (9), lower sample box (13), lower bottom base (14), the shearing ring (15) of measuring one's own ability, shear stepper motor (16), pressurization lever (23), counterweight (25), drawing stepper motor (1) connects the drawing ring (2) of measuring one's own ability, drawing displacement meter (28) connects the drawing ring (2) of measuring one's own ability, lower bottom base (14) is installed lower sample box (13) above, lower sample box (13) is provided with lower osculum (17), lower sample box (13) is installed lower permeable stone (18) above, carry out exhaust outlet by lower osculum (17), lower permeable stone (18) is installed filter paper above, lower sample (26) is installed above filter paper, between lower sample (26) and upper sample (12), lay geosynthetics (4), geosynthetics (4) is fixing by fixture (3) and distortion fixture (5), upper sample (12) is installed filter paper above, above filter paper, install permeable stone (11), upper dankness stone (11) is installed 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) connection and shear the ring (15) of measuring one's own ability, provide shearing force by promoting lower bottom base (14), shear displacemant meter (28) connects shears the ring (15) of measuring one's own ability, lower bottom base (14) is by ball joint test platform (27), test platform (27) is provided with shear displacemant table (28) and fixed displacement meter (31), test platform (27) is connected and fixed bolt (21), gim peg (21) connects large counterweight (19) and pressurization lever (23) by rotation axis (20), the first suspension hook (22) is installed between rotation axis (20), pressurization lever (23) connects counterweight (25) by the second suspension hook (24).
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| CN104034606A (en) * | 2014-06-03 | 2014-09-10 | 同济大学 | Multifunctional geotechnical synthesized material interface direct shear apparatus |
| CN104034608A (en) * | 2014-06-20 | 2014-09-10 | 中国水电顾问集团华东勘测设计研究院有限公司 | Vertical pull-type bidirectional contact surface shearing strength parameter testing device and testing method |
| CN104697855A (en) * | 2014-08-20 | 2015-06-10 | 南京大学（苏州）高新技术研究院 | Device and method for measuring fiber drawing creep |
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| CN107144466B (en) * | 2017-05-23 | 2019-12-20 | 山东大学 | Device and method for determining nonlinear mechanical behavior of geotechnical material in drawing test |
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