CN2762106Y - Strain control type large indoor and on-situ dual-purpose straight shear device - Google Patents
Strain control type large indoor and on-situ dual-purpose straight shear device Download PDFInfo
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- CN2762106Y CN2762106Y CN 200420057748 CN200420057748U CN2762106Y CN 2762106 Y CN2762106 Y CN 2762106Y CN 200420057748 CN200420057748 CN 200420057748 CN 200420057748 U CN200420057748 U CN 200420057748U CN 2762106 Y CN2762106 Y CN 2762106Y
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Abstract
The utility model discloses a strain control type large indoor and on-situ dual-purpose straight shear device which relates to a shearing mechanism. The utility model is composed of an outer frame (a), a horizontal loading system (b), a vertical loading system (c), a shearing box (d) and a measuring system (e), wherein the horizontal loading system (b), the vertical loading system (c) and the shearing box (d) are respectively fixed on the outer frame (a), and the horizontal loading system (b), the vertical loading system (c) and the measuring system (e) are respectively connected with the shearing box (d). The utility model has high measuring accuracy and good stability, experimental data is automatically collected, which decreases the manual reading error; in the condition of ensuring the stability of the shearing rate, a frequency variable motor is adopted, which reduces the manufacturing cost; all components can be detached, which facilitates the transportation and the installation. The utility model can be used for measuring the peak values of the fine grained soil, the coarse grained soil and the soft rock and the strength of the residual shear, and provides the strength parameters for the stability analyses of the design engineering and the rock soil body.
Description
Technical field
The utility model relates to a kind of shear, specifically, relate to direct shearing test device in a kind of rock-soil mechanics test field, can be used for measuring peak value, the residual shear strength of fine grained soil, coarse-grained soil and soft rock, for the stability analysis of engineering design and rock soil mass provides intensive parameter.
Background technology
The destruction overwhelming majority of ground and ground buildings belongs to shear failure, therefore, determines that accurately the shear strength parameter of rock soil mass is significant in Geotechnical Engineering is built.The unstable failure of Geotechnical Engineering all is accompanied by the development of shear displacemant, therefore, in worldwide, be subjected to attention again by applying the method that shearing force or shear displacemant test rock soil mass intensity in recent years, wherein, direct shear test is owing to its (being applicable to multiple rock-soil material) easy and simple to handle, applied widely uses the most general.And in some cases, because the restriction of condition, direct shear test may be unique feasible shear test scheme such as the site test on some landslide, the contact strength test of some materials etc.
Direct shear test has successfully been used century more than one, is divided into on-the-spot in-situ direct shear test and indoor direct shear test two big classes.Shop experiment owing to experiment condition use flexibly more, but bigger to the disturbance of rock soil mass, and the size less (being generally the cutting ring sample of diameter 61.8mm, high 20mm) of test, the scope of application is restricted.Test in situ can be avoided the disturbance to rock soil mass largely, so its test result can reflect the strength characteristics of rock soil mass more truly, requires to carry out on-the-spot in-situ test for Important Project is general.Site test expends bigger at aspects such as people, wealth, power, its application is limited, at present domesticly generally when carrying out on-the-spot original position shear test adopt simple Stress Control formula loading method, can not reflect the deformation process that rock soil mass is complete, can not obtain its residual shear strength.Therefore, develop a kind of novel staight scissors system applied widely, that can comprehensively reflect rock soil mass shearing strength characteristic and have realistic meaning.
Summary of the invention
The purpose of this utility model just is to overcome the above-mentioned shortcoming and defect that prior art exists, and provides a kind of strain control type large-scale indoor and on-the-spot dual-purpose staight scissors device.
The purpose of this utility model is achieved in that
As shown in Figure 1, the utility model is made up of outside framework a, horizontal loading system b, vertical load system c, shear box d, measuring system e; Horizontal loading system b, vertical load system c, shear box d are separately fixed on the outside framework a; Horizontal loading system b, vertical load system c, measuring system e are connected with shear box d respectively.
Specifically,
1, outside framework a
As shown in Figure 2, outside framework is a rectangular frame, uses for fixing and on-the-spot installation horizontal loading system b, vertical load system c, shear box d.
Be made up of joist steel, square steel, steel plate and bolt, joist steel and square steel end are welded on the steel plate, constitute general frame by the bolt connection between the steel plate.
2, horizontal loading system b
Form by frequency converter 1, variable-frequency motor 2, single-stage turbine scroll bar reducer casing 3, two-stage turbine scroll bar reducer casing 4, screw rod 5, sensor holder 6, horizontal loading sensor 7, hinge 8;
Applying of horizontal force is to drive reducer casing 3,4 rotating shafts by variable-frequency motor 2, and finish by this rotating shaft lead-screw 5.
3, vertical load system c
By oil pump 9, hydraulic jack 10, vertical load sensor 11, upload pressing plate 12, roller bearing row 13, pressure transmission plate 14 is formed down;
Oil pump 9, hydraulic jack 10, vertical load sensor 11, upload pressing plate 12, roller bearing row 13, pressure transmission plate 14 connects successively down.
Normal pressure is produced by hydraulic jack 10, from top to bottom by vertical load sensor 11, upload pressing plate 12, roller bearing row 13, pressure transmission plate 14 affacts the sample upper surface down.
4, shear box d
Form by last shear box 15, ball 16, down cut box 17;
Upper surface has ball grooves in the both sides of down cut box 17, and ball 16 places in the ball grooves, is connected by ball 16 between last shear box 15 and the down cut box 17.
5, measuring system e
Form by horizontal loading sensor 7, vertical load sensor 11, horizontal displacement sensors 18, perpendicular displacement sensor 19, osmometer 20, automatic data collection instrument 21;
The utility model principle of work
Sample is put into shear box d, and c applies normal pressure to sample by vertical load system, treats sample after stabilization by consolidation under the normal pressure effect, by cutting box 15 in the horizontal loading system b promotion sample is applied horizontal shear and destroys until sample.Horizontal shear and normal pressure are measured by load transducer 7,11 in the process of the test, the horizontal shift of sample and normal direction displacement are measured by displacement transducer 18,19, sample shear surface place pore water pressure is measured by osmometer 20, and measurement data is gathered and stored by automatic data collection instrument 21.
The utility model major function
The large-scale on-the-spot in-situ direct shear test and the indoor direct shear test that can be used for various fine grained soils, coarse-grained soil and soft rock, the pore water pressure that can measure shear surface place in peak value, residual shear strength and the process of the test of sample changes.
The utility model concrete operations step
1. sample is put into shear box d;
2. select suitable shearing seam according to the sample maximum particle diameter;
3. load transducer 7,11 is installed, displacement transducer 18,19 and osmometer 20;
4. sensor 7,11,18,19 and osmometer 20 are connected with data collecting instrument 21, configure sample frequency and zeroing, can begin automatic sampling;
5. vertical load is added to predetermined value, voltage stabilizing;
6. regulate shear rate with frequency converter 1, apply horizontal loading to sample and destroy;
7. with drawing out this sample shear failure overall process curve in the data importing computing machine in the automatic data collection instrument 21, see Fig. 4 after test finishes.
The main characteristic of the utility model
1. has integrally detachable outside framework structure.Framework monnolithic case physical dimension is: length * wide * height=2759mm * 1336mm * 1619mm, this structure has guaranteed the globality and the security of system, applying of horizontal shear and vertical load do not need specific counterforce device, but the internal force that is converted into system is born by general frame.
2. belong to the large-scale staight scissors of strain control type system.Compare with the Stress Control direct shear apparatus, the displacement of the utility model maximum shear can reach 150mm, can reflect the overall process of rock soil mass distortion.The utility model has been realized the strictness control to horizontal shift, can adjust shear rate as required, and level is at the uniform velocity increased according to certain speed to (being shearing) displacement, has guaranteed that sample is subjected to the constant of rate of shear rate in the shear history.The utility model can push away, draw bidirectional experimental to sample simultaneously.
3. applied widely.The detachability of structure has guaranteed not only can carry out site test but also can carry out shop experiment; Shear seam and can be set to any width, and keep the shear centre line constant simultaneously, therefore can carry out shear test smaller or equal to the sample of 50mm maximum particle diameter less than 10mm according to the difference of experimental subjects.
4. detrusion is more even.The down cut box is fixed in the shear history, and last shear box can only translation, can not rotate, and therefore, shears seam and can not change owing to the effect of expanding of cutting of sample, thereby make the more traditional direct shear apparatus of the distortion of sample more even.
5. it is more accurate to measure numerical value.Whole measurement data in the test have realized automatic collection, and the precision of the surveying instrument of use is higher; Keep constant owing to shear seam in the process of the test simultaneously, avoided sample and shear box, gone up the unnecessary rubbing action that exists between shear box and the down cut box, the horizontal shear of mensuration is more accurate.
The utlity model has following advantage and good effect:
1. measuring accuracy height, good stability.
2. all test figures are gathered automatically, have reduced artificial reading error, can obtain the shear failure peak value of sample exactly; Thereby can make to shear repeatedly the shearing residual strength that draws sample; Can accurately measure the variation of sample shear surface place pore water pressure in shear history.
3. normal pressure and horizontal shear can be converted into system's internal force by general frame during shop experiment, thereby need not to add counterforce device.
4. adopt variable-frequency motor, guaranteeing to have reduced manufacturing cost under the stable prerequisite of shear rate.
5. the convenient transportation of all part detachables is convenient to install.
Description of drawings
Fig. 1-the utility model composition frame chart;
Fig. 2-outside framework structural drawing comprises;
Fig. 2 .1-front view, Fig. 2 .2-vertical view, Fig. 2 .3-right view;
Fig. 3-the utility model structural drawing comprises;
Fig. 3 .1-front view, Fig. 3 .2-vertical view, Fig. 3 .3-right view, Fig. 3 .4-cut-open view;
Fig. 4-the utility model dry sand sample actual measurement shearing curve figure.
Wherein,
A-outside framework b-horizontal loading system
C-vertical load system d-shear box
E-measuring system 1-frequency converter
2-variable-frequency motor, 3-single-stage turbine scroll bar reducer casing
4-two-stage turbine scroll bar reducer casing, 5-screw rod
6-sensor holder, 7-horizontal loading sensor
8-hinge, 9-oil pump
10-hydraulic jack, 11-vertical load sensor
12-upload pressing plate 13-roller bearing to arrange
14-following pressure transmission plate 15-last shear box
16-ball, 17-down cut box
18-horizontal displacement sensors, 19-perpendicular displacement sensor
20-osmometer, 21-automatic data collection instrument
22-round nut M64 * 3 23-sensor Connection Block
24-force-transmitting block, 25-bolt M30 * 80
26-Screw tail cone pin 20 * 120 27-line slideway
28-lower frame support column, 29-hydraulic jack installing plate
30-bolt M20 * 800 31-hinge seat A
32-hinge axis, 33-hinge seat B
Embodiment
1, outside framework a
As shown in Figure 2, outside framework a by 16 length different 25
#Joist steel and 2 square steel combine, and joist steel and square steel end are welded on the steel plate, constitute the integrally detachable outside framework by the bolt connection between the steel plate.Outside framework a connects, fixes by bolt; Convenient disassembly is convenient to transportation and on-the-spot the installation.
2, horizontal loading system b
Variable-frequency motor 2 is selected model YVP100L-4 for use;
Single-stage turbine scroll bar reducer casing 3 is selected model RV130-100-F2-B7 for use;
Two-stage turbine scroll bar reducer casing 4 is selected model RV130-100-F2-B7 for use.
Variable-frequency motor 2 rotating speeds are regulated by frequency converter 1, and applying of horizontal force is to drive reducer casing 3,4 rotating shafts by variable-frequency motor 2, and finishes by this rotating shaft lead-screw 5.Screw pitch 12mm, every rotation 1 all amount of movements are 4.2mm, and shear rate is 0.06mm/s after single-stage turbine scroll bar reducer casing 3, two-stage turbine scroll bar reducer casing 4 slow down, and shear rate is 0.006-0.06mm/s after frequency converter 1 is regulated again.Sensor holder 6 places on the line slideway, and sensor holder 6 plays support level load transducer 7 with line slideway 27.The axis of screw rod 5, horizontal loading sensor 7, hinge 8 and shear surface center line are on same straight line.The design maximum horizontal shear 200kN of this system, the maximum shear displacement is 150mm, can realize the at the uniform velocity shearing to sample, shear rate can be adjusted as required.
3, vertical load system c
Oil pump 9 is selected model HPS63-3 for use;
Uploading pressing plate 12 is a kind of 45mm steel plate, length * wide=500mm * 500mm;
Following pressure transmission plate 14 is a kind of 45mm steel plate, length * wide=500mm * 500mm.
The maximum normal pressure that vertical load system c can apply is 200kN, and the maximum normal direction compressive stress that should bear mutually on the sample is 800kPa.
4, shear box d
The detachable structure of square frame shape that shear box is made up of the 45mm steel plate, last shear box 15 is of a size of; Length * wide * height=500mm * 500mm * 250mm, down cut box 17 is of a size of; Length * wide * height=500mm * 500mm * 150mm.
5, measuring system e
Perpendicular displacement sensor 19 is selected model TML CDP50 for use;
Automatic data collection instrument 21 is selected model TML TDS303 for use.
Horizontal shear and normal pressure are measured by load transducer 7,11, and the measuring accuracy of load transducer 7,11 is 0.02kN; The horizontal shift of sample and normal direction displacement are measured by displacement transducer 18,19, and measuring accuracy is 0.0002mm; The variation of sample shear surface place pore water pressure in shear history measured by osmometer 20, and measurement accuracy is 0.01kPa.Above measurement result is gathered and is stored by automatic data collection instrument 21, and the frequency of data acquisition can be provided with arbitrarily at 0.0002 second/passage-1800 second/interchannel.
Claims (5)
1, the large-scale indoor and on-the-spot dual-purpose staight scissors device of a kind of strain control type is characterized in that:
Form by outside framework (a), horizontal loading system (b), vertical load system (c), shear box (d), measuring system (e); Horizontal loading system (b), vertical load system (c), shear box (d) are separately fixed on the outside framework (a); Horizontal loading system (b), vertical load system (c), measuring system (e) are connected with shear box (d) respectively;
Described outside framework (a) is a rectangular frame, is made up of joist steel, square steel, steel plate and bolt, and joist steel and square steel end are welded on the steel plate, constitutes general frame by the bolt connection between the steel plate;
Described horizontal loading system (b) is made up of frequency converter (1), variable-frequency motor (2), single-stage turbine scroll bar reducer casing (3), two-stage turbine scroll bar reducer casing (4), screw rod (5), sensor holder (6), horizontal loading sensor (7), hinge (8); Frequency converter (1), variable-frequency motor (2), single-stage turbine scroll bar reducer casing (3), two-stage turbine scroll bar reducer casing (4), screw rod (5), sensor holder (6), hinge (8) connect successively;
Described vertical load system (c) by oil pump (9), hydraulic jack (10), vertical load sensor (11), upload pressing plate (12), roller bearing row (13), pressure transmission plate (14) is formed down; Oil pump (9), hydraulic jack (10), vertical load sensor (11), upload pressing plate (12), roller bearing row (13), pressure transmission plate (14) connects successively down;
Described shear box (d) is made up of last shear box (15), ball (16), down cut box (17); Both sides upper surface at down cut box (17) has ball grooves, and ball (16) places in the ball grooves, is connected by ball (16) between last shear box (15) and the down cut box (17);
Described measuring system (e) is made up of horizontal loading sensor (7), vertical load sensor (11), horizontal displacement sensors (18), perpendicular displacement sensor (19), osmometer (20), automatic data collection instrument (21); Horizontal loading sensor (7), vertical load sensor (11), horizontal displacement sensors (18), perpendicular displacement sensor (19), osmometer (20) are connected with automatic data collection instrument (21) respectively.
2, by the described device of claim 1, it is characterized in that horizontal loading system (b):
Frequency converter (1) is selected model VS-606V7 for use;
Variable-frequency motor (2) is selected model YVP100L-4 for use;
Single-stage turbine scroll bar reducer casing (3) is selected model RV130-100-F2-B7 for use;
Two-stage turbine scroll bar reducer casing (4) is selected model RV130-100-F2-B7 for use;
3, by the described device of claim 1, it is characterized in that vertical load system (c):
Oil pump (9) is selected model HPS63-3 for use;
Hydraulic jack (10) is selected model HJD100-100 for use;
4, by the described device of claim 1, it is characterized in that the detachable structure of square frame shape that shear box (d) is made up of the 45mm steel plate:
Last shear box (15) is of a size of: length * wide * height=500mm * 500mm * 250mm, down cut box (17) is of a size of: length * wide * height=500mm * 500mm * 150mm.
5, by the described device of claim 1, it is characterized in that measuring system (e):
Horizontal loading sensor (7) is selected model TML PCT5B for use;
Vertical load sensor (11) is selected model TML PCT20 for use;
Horizontal displacement sensors (18) is selected model TML CDP100 for use;
Perpendicular displacement sensor (19) is selected model TML CDP50 for use;
Osmometer (20) is selected model BGK4500S for use;
Automatic data collection instrument (21) is selected model TML TDS303 for use.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200420057748 CN2762106Y (en) | 2004-12-15 | 2004-12-15 | Strain control type large indoor and on-situ dual-purpose straight shear device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200420057748 CN2762106Y (en) | 2004-12-15 | 2004-12-15 | Strain control type large indoor and on-situ dual-purpose straight shear device |
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| Publication Number | Publication Date |
|---|---|
| CN2762106Y true CN2762106Y (en) | 2006-03-01 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 200420057748 Expired - Fee Related CN2762106Y (en) | 2004-12-15 | 2004-12-15 | Strain control type large indoor and on-situ dual-purpose straight shear device |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101846606A (en) * | 2010-05-27 | 2010-09-29 | 中国科学院武汉岩土力学研究所 | Earth-structure interaction contact surface shearing test visualization device |
| CN101876169A (en) * | 2010-05-26 | 2010-11-03 | 西安科技大学 | Method for testing soil shear strength of slope in situ |
| CN102680328A (en) * | 2011-12-07 | 2012-09-19 | 长安大学 | Electrical large strain control type ring shearing apparatus |
| CN103512812A (en) * | 2013-10-16 | 2014-01-15 | 三峡大学 | Shear strength dereferencing method for coarse-grained soil direct shear test |
| CN103884607A (en) * | 2014-03-28 | 2014-06-25 | 黄斌 | On-site large-scale coarse-grained soil direct shear testing equipment |
| CN103969132A (en) * | 2014-04-23 | 2014-08-06 | 深圳市工勘岩土集团有限公司 | Visualized earthwork direct shearing device and method |
| CN103969131A (en) * | 2014-04-18 | 2014-08-06 | 辽宁省水利水电科学研究院 | Coarse-grained soil hydraulic shearing instrument |
| CN104142274A (en) * | 2013-05-09 | 2014-11-12 | 深圳市工勘岩土工程有限公司 | Rock soil direct shear test apparatus and method thereof |
| CN104931359A (en) * | 2015-06-26 | 2015-09-23 | 中国科学院地质与地球物理研究所 | Large-scale earthwork shear strength tester |
| CN105115833A (en) * | 2015-06-26 | 2015-12-02 | 中国科学院地质与地球物理研究所 | Strain control type gravel soil large-scale interlaminar shear test apparatus |
| CN117214004A (en) * | 2023-11-07 | 2023-12-12 | 西南交通大学 | Rock shear strength and creep deformation measuring method and related device |
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- 2004-12-15 CN CN 200420057748 patent/CN2762106Y/en not_active Expired - Fee Related
Cited By (17)
| 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 |
| CN101846606A (en) * | 2010-05-27 | 2010-09-29 | 中国科学院武汉岩土力学研究所 | Earth-structure interaction contact surface shearing test visualization device |
| CN101846606B (en) * | 2010-05-27 | 2011-11-09 | 中国科学院武汉岩土力学研究所 | Earth-structure interaction contact surface shearing test visualization device |
| CN102680328A (en) * | 2011-12-07 | 2012-09-19 | 长安大学 | Electrical large strain control type ring shearing apparatus |
| CN102680328B (en) * | 2011-12-07 | 2013-10-23 | 长安大学 | Electrical large strain control type ring shearing apparatus |
| CN104142274A (en) * | 2013-05-09 | 2014-11-12 | 深圳市工勘岩土工程有限公司 | Rock soil direct shear test apparatus and method thereof |
| CN103512812A (en) * | 2013-10-16 | 2014-01-15 | 三峡大学 | Shear strength dereferencing method for coarse-grained soil direct shear test |
| CN103884607A (en) * | 2014-03-28 | 2014-06-25 | 黄斌 | On-site large-scale coarse-grained soil direct shear testing equipment |
| CN103969131A (en) * | 2014-04-18 | 2014-08-06 | 辽宁省水利水电科学研究院 | Coarse-grained soil hydraulic shearing instrument |
| CN103969131B (en) * | 2014-04-18 | 2016-01-20 | 辽宁省水利水电科学研究院 | Coarse-grained soil hydraulic cutter instrument |
| CN103969132A (en) * | 2014-04-23 | 2014-08-06 | 深圳市工勘岩土集团有限公司 | Visualized earthwork direct shearing device and method |
| CN104931359A (en) * | 2015-06-26 | 2015-09-23 | 中国科学院地质与地球物理研究所 | Large-scale earthwork shear strength tester |
| CN105115833A (en) * | 2015-06-26 | 2015-12-02 | 中国科学院地质与地球物理研究所 | Strain control type gravel soil large-scale interlaminar shear test apparatus |
| CN105115833B (en) * | 2015-06-26 | 2017-10-27 | 中国科学院地质与地球物理研究所 | A kind of strain controlling formula rubble soil large-scale layer shear test device |
| CN104931359B (en) * | 2015-06-26 | 2018-02-13 | 中国科学院地质与地球物理研究所 | A kind of large geotechnical shear strength test device |
| CN117214004A (en) * | 2023-11-07 | 2023-12-12 | 西南交通大学 | Rock shear strength and creep deformation measuring method and related device |
| CN117214004B (en) * | 2023-11-07 | 2024-02-13 | 西南交通大学 | Rock shear strength and creep deformation measuring method and related device |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20060301 Termination date: 20111215 |