CN2811984Y - Reverse pressing type in-situ direct shear apparatus with double shear boxes - Google Patents
Reverse pressing type in-situ direct shear apparatus with double shear boxes Download PDFInfo
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- CN2811984Y CN2811984Y CN 200520097228 CN200520097228U CN2811984Y CN 2811984 Y CN2811984 Y CN 2811984Y CN 200520097228 CN200520097228 CN 200520097228 CN 200520097228 U CN200520097228 U CN 200520097228U CN 2811984 Y CN2811984 Y CN 2811984Y
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Abstract
The utility model discloses a reverse pressing type in-situ direct shear apparatus with double shear boxes, which is composed of a vertical reverse pressing frame, a rolling shaft row, a pressing cover plate, a horizontal clipper jack, a horizontal reverse force frame and a horizontal displacement gauge. The utility model is characterized in that a shearing box comprises an upper shearing box and a lower shearing box, wherein the upper shearing box and the lower shearing box are vertically lined up, and the horizontal reverse force frame and the lower shearing box are fixedly connected via a bolt; the horizontal clipper force is applied by the jack placed between the horizontal reverse force frame and the upper shearing box, and the relative displacement of the upper shearing box and the lower shearing box is measured and read by the horizontal displacement gauge. The reverse pressing type in-situ direct shear apparatus has the advantages of reasonable and simple structure and convenient operation, can be used for the shearing test of the original position of the soil body, can ensure the definition of the shearing surface and the close sticking of the shearing box and the test sample and can increase the accuracy of the test result.
Description
Technical field
The utility model relates to the on-the-spot direct shear test device of a kind of soil body, more specifically relates to the on-the-spot direct shear apparatus of the two boxes of a kind of back pressure type, is applicable to the soil in-situ shear test.
Background technology
In order to obtain the engineering design parameter, for earthen foundation, carry out laboratory soil test in a large number, and shop experiment is because there are difference inevitably in aspect such as experimental enviroment, sample state, specimen size and on-the-spot ground, test result is often quite different with actual conditions.For Important Project, for accurately grasping the ground mechanical index, often need carry out site test, geotechnological in-situ direct shear test is a kind of in-situ test method of common evaluation ground Shear Strength Index, obtained widespread use, its corresponding test apparatus is exactly on-the-spot direct shear apparatus.
At present, the on-the-spot large-scale direct shear apparatus kind of typing is less, mainly contains the on-the-spot large-scale direct shear apparatus of DJ-II type.The large-scale direct shear apparatus in present widely used scene all adopts single shear box, can not control shear surface, and actual shear surface there are differences with calculating shear surface, easily causes misvaluing of ground Shear Strength Index, influences the accuracy that engineering safety is estimated.In addition, existing test, all adopt the body of finishing examination earlier, then at the peripheral sleeve shear box, use the gap between swelling property quick talking cement filled with mortar shear box and the sample again, so way causes that easily the sample state changes, and the gap between shear box and the sample is difficult to complete filling, influences the reliability of test result.
Summary of the invention
The purpose of this utility model is to provide the two boxes of a kind of back pressure type on-the-spot direct shear apparatus, and this device can not only be controlled shear surface, and can solve clearance issues between shear box and the sample, has improved the accuracy of test result.This direct shear apparatus is rational in infrastructure, simple, and is easy to operate, can be used to carry out the soil in-situ shear test, obtains soil shear strength parameter accurately.
In order to achieve the above object, the utility model adopts following technical measures: the large-scale direct shear apparatus in this scene mainly is made up of shear box (comprising shear box and down cut box), vertical back pressure type pressue device (comprising crossbeam, hanging basket, Sha Bao, roller bearing row, vertical pressurization lifting jack, cover clamp), horizontal thrust device (comprising horizontal reacting force framework, horizontal push-shear lifting jack), horizontal displacement meter etc.Test relies on vertical back pressure type increased pressure frame, applies pressure at right angle by lifting jack to sample, and the horizontal thrust device of fixedlying connected with the down cut box provides clipper power to sample.Under the effect of clipper power, relative displacement can take place in upper and lower shear box, and shear surface is exactly the sample cross between the upper and lower shear box, has guaranteed the determinacy of shear surface.Cutting edge is processed in down cut box bottom, and the downforce that can provide by vertical back pressure type increased pressure frame is taked limit finishing examination body, and the mode that the limit presses down shear box directly is pressed into the soil body with shear box, and is closely connected to guarantee shear box and sample, and do not interspace.
The utility model compared with prior art has the following advantages and effect: the on-the-spot direct shear apparatus of the two boxes of this back pressure type adopts the double-shear box of going up shear box and down cut box composition, and shear surface is fixed up, and has guaranteed the determinacy of shear surface.Cutting edge is processed in down cut box bottom, and the downforce that can provide by vertical back pressure type increased pressure frame is taked limit finishing examination body, and the mode that the limit presses down shear box directly is pressed into the soil body with shear box, and is closely connected to guarantee shear box and sample, and do not interspace.Finally reach the purpose of warranty test achievement accuracy.
Description of drawings
Fig. 1 is the structural representation of the on-the-spot direct shear apparatus of the two boxes of a kind of back pressure type.
The down cut box and the horizontal thrust device planar configuration synoptic diagram of the on-the-spot direct shear apparatus of the two boxes of Fig. 2 back pressure type;
The vertical back pressure type increased pressure frame structural representation of the on-the-spot direct shear apparatus of the two boxes of Fig. 3 back pressure type;
The roller bearing row planar configuration synoptic diagram of the on-the-spot direct shear apparatus of the two boxes of Fig. 4 back pressure type.
1. soil samples among the figure 2. go up shear box, 3. the down cut box, 4. vertical back pressure type increased pressure frame, 5. roller bearing is arranged 6. vertical pressurization lifting jack, 7. cover clamps, 8. horizontal push-shear lifting jack, 9. horizontal reacting force framework, 10. horizontal displacement meter, 11. backing plate, 12. bolts, 13. hanging baskets, 14. the sand bag, 15. roller bearings, 16. roller bearings row goes up bearing plate, 17. roller bearing row is bearing plate down, 18. crossbeams, 19. thrust curved bars.
Embodiment
With reference to the accompanying drawings the utility model is described in further detail below:
According to Fig. 1, Fig. 2, Fig. 3, Fig. 4 as can be known, the on-the-spot direct shear apparatus of the two boxes of this back pressure type is made of last shear box 2, down cut box 3, vertical back pressure type increased pressure frame 4, roller bearing row 5, vertical pressurization lifting jack 6, cover clamp 7, horizontal push-shear lifting jack 8, horizontal reacting force framework 9, horizontal displacement meter 10.It is characterized in that: soil sample 1 is among shear box 2 and the down cut box 3, and last shear box 2 is last, and down cut box 3 is descending last shear box 2 and down cut box 3 vertical alignment.Vertical back pressure type increased pressure frame 4 is made of hanging basket 13 that fills with sand bag 14 and crossbeam 18, and hanging basket 13 is symmetrically arranged in crossbeam 18 two ends, directly transfers to hang over crossbeam 18 two ends.Roller bearing row 5 by roller bearing 15, go up bearing plate 16, bearing plate 17 constitutes down, roller bearing 15 is clipped in bearing plate 16 and following bearing plate 17 is middle.Vertical pressurization lifting jack 6 acts on the soil sample 1 by cover clamp 7 downwards, upwards withstands on crossbeam 18 bottoms by roller bearing row 5.Horizontal reacting force framework 9 is fixedlyed connected by bolt 12 with down cut box 3, horizontal push-shear lifting jack 8-end is fixedlyed connected with horizontal reacting force framework 9, piston end directly withstands on the thrust curved bar 19 of shear box 2, shear box applied thrust on the horizontal push-shear jack pair, last shear box 2 and 3 relative displacements of down cut box, soil sample is implemented to shear, and its relative displacement is read by horizontal displacement meter 10 surveys that are installed between shear box 2 and the down cut box 3.Down cut box 3 bottom band cutting edges, the downforce that can provide by vertical back pressure type increased pressure frame is taked limit finishing examination body, and the mode that the limit presses down shear box directly is pressed into the soil body with shear box.
Claims (2)
1, the on-the-spot direct shear apparatus of the two boxes of a kind of back pressure type, it is by vertical back pressure type increased pressure frame (4), roller bearing row (5), cover clamp (7), horizontal push-shear lifting jack (8), horizontal reacting force framework (9), horizontal displacement meter (10) constitutes, it is characterized in that: shear box comprises shear box (2) and down cut box (3), last shear box (2) and down cut box (3) vertical alignment, horizontal reacting force framework (9) is fixedlyed connected by bolt (12) with down cut box (3), horizontal push-shear lifting jack (8) one ends are fixedlyed connected with horizontal reacting force framework (9), and piston end directly withstands on the thrust curved bar (19) of shear box (2).
2, the on-the-spot direct shear apparatus of the two boxes of a kind of back pressure type according to claim 1 is characterized in that down cut box (3) bottom band cutting edge.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520097228 CN2811984Y (en) | 2005-07-19 | 2005-07-19 | Reverse pressing type in-situ direct shear apparatus with double shear boxes |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200520097228 CN2811984Y (en) | 2005-07-19 | 2005-07-19 | Reverse pressing type in-situ direct shear apparatus with double shear boxes |
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| Publication Number | Publication Date |
|---|---|
| CN2811984Y true CN2811984Y (en) | 2006-08-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 200520097228 Expired - Fee Related CN2811984Y (en) | 2005-07-19 | 2005-07-19 | Reverse pressing type in-situ direct shear apparatus with double shear boxes |
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| CN (1) | CN2811984Y (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101373174B (en) * | 2008-07-16 | 2010-08-04 | 中国科学院武汉岩土力学研究所 | Direct shear apparatus capable of directly measuring interface friction force |
| CN101876169A (en) * | 2010-05-26 | 2010-11-03 | 西安科技大学 | Method for testing soil shear strength of slope in situ |
| CN102518152A (en) * | 2011-11-18 | 2012-06-27 | 同济大学 | Test device simulating bridge pile foundation under bidirectional cyclic load effect |
| CN102721616A (en) * | 2012-02-16 | 2012-10-10 | 中交天津港湾工程研究院有限公司 | Electroosmosis shear apparatus |
| CN103344508A (en) * | 2013-07-25 | 2013-10-09 | 重庆交通大学 | Device and method for testing shear characteristics of steel-soil interface in consideration of thickness of shear band |
| CN103528941A (en) * | 2013-10-17 | 2014-01-22 | 长沙理工大学 | Test method for evaluating erosion damage of asphalt mixture caused by acid rain |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| CN103630448A (en) * | 2013-07-25 | 2014-03-12 | 广西交通科学研究院 | Pavement structure interlayer interface shear strength testing device and method thereof |
| CN106644755A (en) * | 2016-11-01 | 2017-05-10 | 河海大学 | In-situ test device and method for contact surface strength of reinforced soil plant cushion |
| CN110441165A (en) * | 2019-08-21 | 2019-11-12 | 浙江工业大学 | A kind of soil-rock mixture live detachably direct shear test device and processing method |
-
2005
- 2005-07-19 CN CN 200520097228 patent/CN2811984Y/en not_active Expired - Fee Related
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101373174B (en) * | 2008-07-16 | 2010-08-04 | 中国科学院武汉岩土力学研究所 | Direct shear apparatus capable of directly measuring interface friction force |
| CN101876169A (en) * | 2010-05-26 | 2010-11-03 | 西安科技大学 | Method for testing soil shear strength of slope in situ |
| CN102518152A (en) * | 2011-11-18 | 2012-06-27 | 同济大学 | Test device simulating bridge pile foundation under bidirectional cyclic load effect |
| CN102721616A (en) * | 2012-02-16 | 2012-10-10 | 中交天津港湾工程研究院有限公司 | Electroosmosis shear apparatus |
| CN103344508B (en) * | 2013-07-25 | 2016-06-08 | 重庆交通大学 | A kind of steel-Soil Interface shear property test device and method considering shear bandwidth |
| CN103344508A (en) * | 2013-07-25 | 2013-10-09 | 重庆交通大学 | Device and method for testing shear characteristics of steel-soil interface in consideration of thickness of shear band |
| CN103630448A (en) * | 2013-07-25 | 2014-03-12 | 广西交通科学研究院 | Pavement structure interlayer interface shear strength testing device and method thereof |
| CN103630448B (en) * | 2013-07-25 | 2015-11-18 | 广西交通科学研究院 | A kind of pavement structure interlayer interface shear strength testing apparatus and method thereof |
| CN103528941A (en) * | 2013-10-17 | 2014-01-22 | 长沙理工大学 | Test method for evaluating erosion damage of asphalt mixture caused by acid rain |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| CN103558096B (en) * | 2013-11-04 | 2016-01-20 | 中国地质科学院地质力学研究所 | With the Rock And Soil in-situ direct shear test device and method of automatic data acquisition system (ADAS) |
| CN106644755A (en) * | 2016-11-01 | 2017-05-10 | 河海大学 | In-situ test device and method for contact surface strength of reinforced soil plant cushion |
| CN110441165A (en) * | 2019-08-21 | 2019-11-12 | 浙江工业大学 | A kind of soil-rock mixture live detachably direct shear test device and processing method |
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Legal Events
| Date | Code | Title | Description |
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| 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: 20060830 Termination date: 20110719 |