CN204694563U - A kind of geosynthetics anisotropy tensile testing system - Google Patents
A kind of geosynthetics anisotropy tensile testing system Download PDFInfo
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- CN204694563U CN204694563U CN201520318291.9U CN201520318291U CN204694563U CN 204694563 U CN204694563 U CN 204694563U CN 201520318291 U CN201520318291 U CN 201520318291U CN 204694563 U CN204694563 U CN 204694563U
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- geosynthetics
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- guide rail
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Abstract
A kind of geosynthetics anisotropy tensile testing system, this system comprises test-bed, guide rail, index dial, sample holder, test Vierendeel girder, hydraulic loading device, stiff end, mobile terminal, fixture, displacement transducer and signal acquisition and control device; Test-bed is provided with index dial, guide rail and sample holder; Geosynthetics sample to be tested is placed in sample holder; Test Vierendeel girder is arranged on guide rail and also can freely slides; Stiff end, hydraulic loading device and displacement transducer are fixedly installed on test Vierendeel girder respectively; Hydraulic loading device is connected with mobile terminal with displacement transducer respectively; The end of stiff end and mobile terminal is respectively arranged with fixture; Signal acquisition and control device is connected with sample holder, hydraulic loading device and displacement transducer respectively.The utility model effectively prevent experimental test value and geosynthetics actual loading characteristic grave fault and has the advantage of test process controllable precise.
Description
Technical field
The utility model belongs to geosynthetics mechanical property test field tests, relates to a kind of geosynthetics anisotropy tensile testing system, particularly relates to the geosynthetics anisotropy tensile testing system of a kind of Loess Gullys reinforced earth technology.
Background technology
Geosynthetics for raw material, makes various types of product with the polymkeric substance of Prof. Du Yucang (as plastics, chemical fibre, synthetic rubber etc.), is placed between inside soil body, surface or the various soil body, plays the effect strengthened or protect the soil body.Mainly comprise geotextile, GSZ, geomembrane, geotechnological special material and earthwork composite material, glass fiber net, the types such as geotechnique's pad.
At present, " geosynthetics test procedure " (SL 235-2012) and " highway engineering geosynthetics testing regulations " (JTG E50-2006) all refer to geosynthetics tension test.But still there are problems in current geosynthetics tension test process: during the sampling of (1) geosynthetics, sample direct shear test direction is random large, tests the mechanical property obtained not necessarily representative; (2) during geosynthetics sampling, only define geosynthetics sampling scope and sampling size at present, and institute gets between each sample and may there is inconsistency; (3) during geosynthetics tension test, the general test only doing (or two) direction, cannot consider the anisotropy of geosynthetics, the geosynthetics mechanical performance index that tension test draws can not reflect the actual mechanical property of geosynthetics in engineering reality really.
In sum, owing to there is the problems such as such as sampling, test method in existing geosynthetics tension test process, it tests the actual mechanical property that the geosynthetics mechanical performance index obtained can not reflect geosynthetics in engineering reality really.In fact, test the actual mechanical property that the geosynthetics mechanical performance index obtained often is better than geosynthetics in engineering reality, when the geosynthetics mechanical performance index adopting the tension test of existing geosynthetics staight scissors to obtain carries out engineering design, there is larger hidden danger in its security performance, construction quality and people life property safety in serious threat.
Utility model content
The purpose of this utility model is to solve in prior art the technical matters tested the geosynthetics mechanical performance index obtained and truly cannot reflect engineering reality, and then provides and a kind ofly taken into full account the anisotropy of geosynthetics mechanical property, effectively prevent the geosynthetics anisotropy tensile testing system of experimental test value and geosynthetics actual loading characteristic grave fault and test process controllable precise in current specifications.
To achieve these goals, the utility model adopts following technical scheme:
A kind of geosynthetics anisotropy tensile testing system, is characterized in that: described geosynthetics anisotropy tensile testing system comprises test-bed, guide rail, index dial, sample holder, test Vierendeel girder, hydraulic loading device, stiff end, mobile terminal, fixture, displacement transducer and signal acquisition and control device; The upper surface of described test-bed is provided with circular index dial, guide rail and sample holder; Described guide rail is arranged with index dial is concentric; The circular in cross-section of the geosynthetics sample of pending tension test is also placed in sample holder; Described test Vierendeel girder to be arranged on guide rail and freely to slide on guide rail; Described stiff end, hydraulic loading device and displacement transducer are fixedly installed on test Vierendeel girder respectively; Described hydraulic loading device is connected with displacement transducer; Described hydraulic loading device and mobile terminal are fixedly linked and drive mobile terminal to move; The end of described stiff end and the end of mobile terminal are respectively arranged with the fixture of the geosynthetics sample for clamping pending tension test; Geosynthetics sample and the mobile terminal of described stiff end, pending tension test are operationally in same level height; Described signal acquisition and control device is connected with sample holder, hydraulic loading device and displacement transducer respectively, loads for the lifting of Control Assay bracket, hydraulic loading device and gathers displacement transducer data.
As preferably, the guide rail that the utility model adopts is provided with limited impression and is placed in the advance ball of limited impression; Described test Vierendeel girder to be connected with guide rail by advance ball and freely to slide on guide rail.
As preferably, the width of the geosynthetics sample of the pending tension test of the holder that the utility model adopts is not less than 200mm; The clamping length clamping the geosynthetics sample of pending tension test between two fixtures is not less than 100mm.
As preferably, the rate of extension of the hydraulic loading device that the utility model adopts is between 0.05mm/min to 50mm/min.
As preferably, the sample holder that the utility model adopts is liftable type sample holder.
The utility model has the advantages that:
The utility model provides a kind of geosynthetics anisotropy tensile testing system, and this geosynthetics anisotropy tensile testing system comprises test-bed, guide rail, advance ball, index dial, sample holder, test Vierendeel girder, hydraulic loading device, stiff end, mobile terminal, fixture, displacement transducer, signal acquisition and control device, geosynthetics sample.Test Vierendeel girder is connected with guide rail by advance ball, and test Vierendeel girder is rotated on guide rail by advance ball; Test Vierendeel girder is provided with hydraulic loading device, stiff end, mobile terminal, fixture, displacement transducer; Stiff end is rigidly connected with test Vierendeel girder, and mobile terminal and hydraulic loading device are rigidly connected; The circular in cross-section of the geosynthetics of pending tension test; Displacement transducer is fixed on test Vierendeel girder, measures mobile terminal displacement; Signal acquisition and control device is connected with displacement transducer with hydraulic loading device, sample holder respectively.What the utility model was innovated have employed circular geosynthetics sample, makes the consistance keeping material during each geosynthetics sample tensile test, efficiently solves the randomness of geosynthetics sampling.Simultaneously, rotated by guide rail and advance ball motoring ring test Vierendeel girder, achieve geosynthetics test and the arbitrarily angled tension test testing soil sample, revolutionaryly create geosynthetics anisotropy tensile testing system, achieve the anisotropy test of geosynthetics tension test mechanical property; This pilot system has taken into full account the anisotropy of geosynthetics mechanical property, effectively prevent the problem of experimental test value and geosynthetics actual loading characteristic grave fault in current specifications, solve the potential safety hazard existed in geosynthetics engineer applied.
Accompanying drawing explanation
Fig. 1 is the facade structures schematic diagram of geosynthetics anisotropy tensile testing system of the present utility model;
Fig. 2 is the sectional view of Fig. 1;
Description of reference numerals is as follows:
1-fixture; 2-stiff end; 3-mobile terminal; 4-hydraulic loading device; 5-tests Vierendeel girder; 6-sample holder; 7-displacement transducer; 8-guide rail; 9-index dial; 10-test-bed; 11-signal acquisition and control device; 12-advance ball; 13-geosynthetics sample.
Embodiment
Below in conjunction with accompanying drawing and specific embodiment, geosynthetics anisotropy tensile testing system of the present utility model is described in further detail:
Embodiment:
See Fig. 1 and Fig. 2, a kind of geosynthetics anisotropy tensile testing system, comprises fixture 1; Stiff end 2; Mobile terminal 3; Hydraulic loading device 4; Test Vierendeel girder 5; Sample holder 6; Displacement transducer 7; Guide rail 8; Index dial 9; Test-bed 10; Signal acquisition and control device 11; Advance ball 12; Geosynthetics sample 13.
The upper surface of test-bed is provided with circular index dial, guide rail and sample holder; Guide rail is arranged with index dial is concentric; The circular in cross-section of the geosynthetics sample of pending tension test is also placed in sample holder; Test Vierendeel girder to be arranged on guide rail and freely to slide on guide rail; Stiff end, hydraulic loading device and displacement transducer are fixedly installed on test Vierendeel girder respectively; Hydraulic loading device is connected with displacement transducer; Hydraulic loading device and mobile terminal are fixedly linked and drive mobile terminal to move; The end of stiff end and the end of mobile terminal are respectively arranged with the fixture of the geosynthetics sample for clamping pending tension test; Geosynthetics sample and the mobile terminal of stiff end, pending tension test are operationally in same level height; Signal acquisition and control device 11 is made up of sample holder apparatus for controlling of lifting, hydraulic loaded control device and displacement transducer data collector three part, is elevated, hydraulic loading device 4 loads and gather displacement transducer 7 data for Control Assay bracket 6.Signal acquisition and control device is connected with sample holder, hydraulic loading device and displacement transducer respectively, is elevated, hydraulic loading device 4 loads and gather displacement transducer 7 data for Control Assay bracket 6.Guide rail is provided with limited impression and is placed in the advance ball of limited impression; Test Vierendeel girder to be connected with guide rail by advance ball and freely to slide on guide rail.
Fixture 1 jaw surfaces width is 220mm.
Hydraulic loading device 4 rate of extension controls by signal acquisition and control device 11, and rate of extension is between 0.05mm/min to 50mm/min, and preferred rate of extension is 1.0mm/min.
Displacement transducer 7 is gathered by signal acquisition and control device 11, record move end 3 displacement.
Sample holder 6 controls lifting by signal acquisition and control device 11.
Operationally, its concrete operations mode is as follows for the utility model:
A) cut geosynthetics sample 13, the xsect of geosynthetics sample 13 is circular, and the diameter of geosynthetics sample 13 is 220mm; Each sample structure form should be completely the same, sample 45 ° of symmetries, samples 3; 90 °, sample samples 5 time symmetrical;
B) geosynthetics sample 13 is positioned over sample holder 6, mark geosynthetics sample 13 placement direction;
C) risen to and fixture 1 same level height by signal acquisition and control device 11 Control Assay bracket 6, fixture 1 center line direction on test Vierendeel girder 5 is adjusted to index dial 9 and marks 0 ° of place;
D) by geosynthetics sample 13 centering clamping in fixture 1, it is 200mm that fixture 1 clamps specimen width.Clamping length between two fixtures 1 is not less than 100mm;
E) hydraulic loading device 4 is started, prestretched is carried out to the test specimen clamped, by signal acquisition and control device 11 command displacement sensor 7 and hydraulic loading device 4, make 0.5% of the clamping length between prestretched geosynthetics sample 13 elongation to two fixture 1, record hydraulic loading device 4 load by signal acquisition and control device 11;
F) stop loading, displacement transducer 7 returns to zero;
G) hydraulic loading device 4 that reruns continuously loading, until sample fracture, is shut down and returns to initial position.Recording hydraulic loading device 4 peak load by signal acquisition and control device 11, is accurately 1.0N, the elongation under recorded bit displacement sensor 7 peak load, is accurately 0.05mm;
H) following formula is used to calculate the pulling strengrth of geosynthetics sample 13:
α
f＝F
fC
α in formula
ffor geosynthetics sample 13 pulling strengrth; F
ffor geosynthetics sample 13 peak load.
For nonwovens, high-density fabric or other similar geosynthetics samples 13:
C＝1/B
In formula, B is geosynthetics sample 13 fixture 1 gripping width.
For lax woven geotextile, GSZ or other similar loose structure geosynthetics samples 13:
C＝N
m/N
s
N in formula
mfor the draw unit number of geosynthetics sample 13 in 1m width; N
sfor the draw unit number in geosynthetics sample 13.
I) length growth rate under using following formula to calculate geosynthetics sample 13 peak load:
In formula, ε is geosynthetics sample 13 length growth rate (%); L
0for geosynthetics sample 13 clamping length; Δ L is the elongation under geosynthetics sample 13 peak load.
J) select different geosynthetics samples 13, repeat step B) ~ step H), wherein operation steps B) time, geosynthetics sample 13 is placed on the position of sample holder 6 with testing position is identical before; Operation steps C) time, test Vierendeel girder 5 fixture 1 center line direction is adjusted to index dial 9 and marks 22.5 ° of places.
K) judge that geosynthetics sample 13 is 90 ° of symmetries or 45 ° of symmetries; If 90 ° of symmetries, then test Vierendeel girder 5 fixture 1 center line direction is adjusted to index dial 9 respectively and marks 45 °, 67.5 ° and 90 °, repeat step J), namely complete the tension test of geosynthetics sample 13 respectively when 45 °, 67.5 ° and 90 °.If 45 ° of symmetries, then test Vierendeel girder 5 fixture 1 center line direction is adjusted to respectively index dial (9) mark 45 °, repeats step J), namely complete the tension test of geosynthetics sample 13 45 ° time;
L) the length growth rate envelope diagram under all directions geosynthetics sample 18 pulling strengrth and peak load is drawn.
Known by carrying out stretch test result to HDPE direction earthwork grille (type of geosynthetics), when HDPE GSZ 0 ° of direction 2%, 5% and 10% strains, pulling strengrth is respectively 32.4kNm
-1, 65.2kNm
-1and 109.3kNm
-1, and can be found out by HDPE direction earthwork grille pulling strengrth envelope diagram, 45 ° of direction pulling strengrths are minimum, and during its 2%, 5% and 10% strain, pulling strengrth is respectively 18.3kNm
-1, 41.8kNm
-1and 75.1kNm
-1.When 45 ° of directions 2%, 5% and 10% strain, pulling strengrth is only 56.5%, 64.1% and 68.7% of 0 ° of direction pulling strengrth.Length growth rate aspect under peak load, the length growth rate under HDPE GSZ 0 ° of direction peak load is 12.7%, and the length growth rate under 45 ° of direction peak loads is length growth rate under 32.1%, 45 ° of direction peak loads is 2.53 times of 0 ° of direction.Can find out, when adopt do not consider the tension test of geosynthetics anisotropy test the pulling strengrth obtained carry out geosynthetics engineering design time, the engineering that designing and calculating meets security performance requirement may physical security can not meet the demands, and construction quality and people life property safety in serious threat.In sum, the utility model has taken into full account the anisotropy of geosynthetics mechanical property, effectively prevent the problem of experimental test value and geosynthetics actual loading characteristic grave fault in current specifications, thoroughly solve the potential safety hazard existed in geosynthetics engineer applied.
What finally illustrate is, above embodiment is only in order to illustrate the technical solution of the utility model and unrestricted, although be described in detail the utility model with reference to most preferred embodiment, those of ordinary skill in the art is to be understood that, can modify to the technical solution of the utility model or equivalent replacement, and not depart from the utility model technology
The aim of scheme and scope, it all should be encompassed in the middle of right of the present utility model.
Claims (5)
1. a geosynthetics anisotropy tensile testing system, is characterized in that: described geosynthetics anisotropy tensile testing system comprises test-bed (10), guide rail (8), index dial (9), sample holder (6), test Vierendeel girder (5), hydraulic loading device (4), stiff end (2), mobile terminal (3), fixture (1), displacement transducer (7) and signal acquisition and control device (11); The upper surface of described test-bed (10) is provided with circular index dial (9), guide rail (8) and sample holder (6); Described guide rail (8) is arranged with index dial (9) is concentric; The circular in cross-section of the geosynthetics sample (13) of pending tension test is also placed in sample holder (6); Described test Vierendeel girder (5) is arranged on guide rail (8) and goes up and freely slide on guide rail (8); Described stiff end (2), hydraulic loading device (4) and displacement transducer (7) are fixedly installed in test Vierendeel girder (5) respectively; Described hydraulic loading device (4) is connected with displacement transducer (7); Described hydraulic loading device (4) and mobile terminal (3) are fixedly linked and drive mobile terminal (3) mobile; The end of described stiff end (2) and the end of mobile terminal (3) are respectively arranged with the fixture (1) of the geosynthetics sample (13) for clamping pending tension test; Geosynthetics sample (13) and mobile terminal (3) of described stiff end (2), pending tension test are operationally in same level height; Described signal acquisition and control device (11) is connected with sample holder (6), hydraulic loading device (4) and displacement transducer (7) respectively.
2. geosynthetics anisotropy tensile testing system according to claim 1, is characterized in that: described guide rail (8) is provided with limited impression and is placed in the advance ball (12) of limited impression; Described test Vierendeel girder (5) to be connected with guide rail (8) by advance ball (12) and freely to slide on guide rail (8).
3. geosynthetics anisotropy tensile testing system according to claim 1 and 2, is characterized in that: the width that described fixture (1) clamps the geosynthetics sample (13) of pending tension test is not less than 200mm; The clamping length clamping the geosynthetics sample (13) of pending tension test between two fixtures (1) is not less than 100mm.
4. geosynthetics anisotropy tensile testing system according to claim 3, is characterized in that: the rate of extension of described hydraulic loading device (4) is between 0.05 mm/min to 50 mm/min.
5. geosynthetics anisotropy tensile testing system according to claim 4, is characterized in that: described sample holder (6) is liftable type sample holder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520318291.9U CN204694563U (en) | 2015-05-16 | 2015-05-16 | A kind of geosynthetics anisotropy tensile testing system |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520318291.9U CN204694563U (en) | 2015-05-16 | 2015-05-16 | A kind of geosynthetics anisotropy tensile testing system |
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| CN204694563U true CN204694563U (en) | 2015-10-07 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104833581B (en) * | 2015-05-16 | 2016-06-22 | 山西省交通科学研究院 | A kind of geosynthetics anisotropy tensile testing system and method |
| CN107917726A (en) * | 2017-11-20 | 2018-04-17 | 上海与德科技有限公司 | The test device and test method of sensor |
-
2015
- 2015-05-16 CN CN201520318291.9U patent/CN204694563U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104833581B (en) * | 2015-05-16 | 2016-06-22 | 山西省交通科学研究院 | A kind of geosynthetics anisotropy tensile testing system and method |
| CN107917726A (en) * | 2017-11-20 | 2018-04-17 | 上海与德科技有限公司 | The test device and test method of sensor |
| CN107917726B (en) * | 2017-11-20 | 2020-07-24 | 盐城市世波电子有限公司 | Sensor testing device and method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20151007 Effective date of abandoning: 20160622 |
|
| C25 | Abandonment of patent right or utility model to avoid double patenting |