CN201678992U - Shearing ring determining shearing strength of soil in situ - Google Patents
Shearing ring determining shearing strength of soil in situ Download PDFInfo
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- CN201678992U CN201678992U CN2010202034584U CN201020203458U CN201678992U CN 201678992 U CN201678992 U CN 201678992U CN 2010202034584 U CN2010202034584 U CN 2010202034584U CN 201020203458 U CN201020203458 U CN 201020203458U CN 201678992 U CN201678992 U CN 201678992U
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- soil
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- shearing
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Abstract
The utility model discloses a shearing ring determining shearing strength of soil in situ. The shearing ring is a rectangle thin-wall rigid structure without an upper bottom and a lower bottom. The bottom part of the shearing ring is provided with a bladed structure used for determining the shearing strength of the surface soil of a soil erosion region in situ.
Description
Technical field
The utility model relates to the water and soil conservation field, relates in particular to a kind of shearing ring of in-site detecting topsoil shear strength.
Background technology
China is one of the most serious country of soil erosion in the world, and soil erosion area accounts for 1/3 of territory total area, and shows as the intensity height, complex genesis, and harm is serious, and is the strongest with the black earth soil erosion in the loess of northwest, southern red soil, northeast especially.The whole nation 1.07 * 108km
2Arable land, slope 3.330 * 107km is arranged in the arable land
2, account for 1/3 of total area under cultivation.Ploughing in the slope is the source of soil erosion, and not only a large amount of silts are dumped and endangered the downstream flood control safety down, and more seriously water, soil, loose amount run off, and cause fertility decline agricultural production low and unstable.
The numerous intensity of soil erosion and soil anti-scouribilities of studies show that are closely related.Use soil erodibility abroad, be further divided into separability and handlability.China is commonly referred to as the soil corrosion resistance, uses anti-impact corrosion stability one speech more.China's soil erodibility that begins one's study from the fifties, but adopt the soil corrosion resistance more.Zhu Xianmo is divided into impact resilience and corrosion stability with the soil corrosion resistance, the definition of Jiang Deqi and Zhu Xianmo are further clear and definite impact resilience and corrosion stability.The two is referred to as soil anti-impact corrosion stability.Impact resilience mainly refers to the mechanical damage effect to soil such as soil opposing wind, water, and corrosion stability mainly refers to dispersion and the suspension effect of soil opposing water to grogs.The division of considering soil anti-scouribility and corrosion stability from soil erosion mechanism is significant, but from experimental viewpoint, still impact resilience and corrosion stability can't be separated at present.Soil erodibility and corrosion resistance are two sides of a problem in essence: the former is meant the sensitiveness of soil to corrosion function, the latter is meant the resistivity of soil to corrosion function, so the two has all reflected the relation of the soil behaviour and the soil erosion.
The soil erosion is the main cause that causes land resources to degenerate and even thoroughly destroy.Quantitatively calculating soil loss amount is rationally to utilize and manage one of scientific basis of land resources.Soil anti-scouribility is an important indicator of quantitatively calculating soil erosion, is actually the performance of the anti-current scour of soil, shear ability.The shear strength of soil is meant the limit capacity of soil body opposing shear failure, the shear stress when its size just equals shear failure on the slide plane.Can reflect the ability that soil body opposing runoff washes away, therefore can be used as the soil anti-scouribility index.
The Shear Strength Index of soil comprises two of angle of internal friction and cohesions, and index need be determined by testing with special instrument.Direct shearing experiment, triaxial shear test, repeated direct shear test and unconfined compression strength test method that the shear strength of indoor measurement soil is commonly used.Outdoor then have methods such as vane shear test.Direct shearing experiment, triaxial shear test, repeated direct shear test and unconfined compression strength test method, it is the method for geotechnological measuring, often at be more solid soil, all need sampling in the open air, its less than one is to shear the ambient condition that sample has changed the tested soil body, the 2nd, topsoil often can not be got the shearing sample because how loose it is, becomes normality so can't measure.
The utility model content
Technical problem to be solved in the utility model is the shearing ring that proposes a kind of in-site detecting soil shear strength, and shearing ring is supreme rectangle thin-walled rigid structures of going to the bottom, and the bladed structure is arranged at described shearing ring bottom.
Described shearing ring, the thickness of described shearing ring thin-walled are 3-5mm.
Described shearing ring is characterized in that, the long 200-250mm of described shearing ring, wide 150-180mm, high 100-120mm.
Described shearing ring, the sword face of described bladed structure is in vertical direction with 30 °-45.
Described shearing ring also comprises rigid frame, the built-in slide rail of described rigid frame, and described shearing ring places on the described slide rail and slides.
This shearing ring compared with prior art has following beneficial effect:
1, can measure domatic undisturbed soil;
2, do not exist because the problem that loosing soil can't be taken a sample;
3, can measure top layer or different depth of soil shear strength (controlling) by the degree of depth that shearing ring inserts in the soil;
4, directionality (along corroding current application of force direction) is arranged.
Description of drawings
Fig. 1 is the front view and the size of the utility model shearing ring;
Fig. 2 is the lateral plan and the size of the utility model shearing ring;
Fig. 3 is the stereogram of the utility model shearing ring;
Fig. 4 is the shearing ring schematic diagram that the utility model has slide rail.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, the utility model is elaborated.
A kind of shearing ring of in-site detecting soil shear strength, as shown in Figure 1, Figure 2, Figure 3 and Figure 4, shearing ring is supreme rectangle thin-walled rigid structures of going to the bottom, its bottom has the bladed structure, shearing ring can insert in the soil body very easily, and bottom design is that interior oblique blade face makes shearing ring insert stressed minimum in the soil body downwards.
Preferably, the thickness of shearing ring thin-walled is 3-5mm.The long 200-250mm of shearing ring, wide 150-180mm, high 100-120mm.
Preferably, the sword face of bladed structure is in vertical direction with 30 °-45.Preferably, shearing ring also comprises a rigid frame, the built-in slide rail of rigid frame, shearing ring places on the slide rail and slides, and can control the direction of advance of shearing ring very easily, is a kind of concrete enforcement structure as shown in Figure 4, the built-in slide rail of rigid frame places shearing ring on the slide rail to get final product.
Shearing ring is evenly applied water (flow) direction tractive force, carry out Angular Displacement Detecting by universal incremental encoder; Automatically the variation of tractive force before and after record is subjected to displacement with single-chip microcomputer analyzes the maximum value of horizontal direction tractive force automatically, and the unit conversion by power and soil shear strength concerns, obtains different depth, the different gradient soil shear strength value along water (flow) direction.
Should be understood that, for those of ordinary skills, can be improved according to the above description or conversion, and all these improvement and conversion all should belong to the protection domain of the utility model claims.
Claims (5)
1. the shearing ring of an in-site detecting soil shear strength is characterized in that, shearing ring is supreme rectangle thin-walled rigid structures of going to the bottom, and the bladed structure is arranged at described shearing ring bottom.
2. shearing ring according to claim 1 is characterized in that, the thickness of described shearing ring thin-walled is 3-5mm.
3. shearing ring according to claim 1 is characterized in that, the long 200-250mm of described shearing ring, wide 150-180mm, high 100-120mm.
4. shearing ring according to claim 1 is characterized in that, the sword face of described bladed structure is in vertical direction with 30 °-45.
5. shearing ring according to claim 1 is characterized in that, also comprises rigid frame, the built-in slide rail of described rigid frame, and described shearing ring places on the described slide rail and slides.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202034584U CN201678992U (en) | 2010-05-26 | 2010-05-26 | Shearing ring determining shearing strength of soil in situ |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010202034584U CN201678992U (en) | 2010-05-26 | 2010-05-26 | Shearing ring determining shearing strength of soil in situ |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201678992U true CN201678992U (en) | 2010-12-22 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010202034584U Expired - Fee Related CN201678992U (en) | 2010-05-26 | 2010-05-26 | Shearing ring determining shearing strength of soil in situ |
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| Country | Link |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106323764A (en) * | 2016-08-15 | 2017-01-11 | 北京林业大学 | In-situ whole root soil reinforcement effect testing instrument |
-
2010
- 2010-05-26 CN CN2010202034584U patent/CN201678992U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106323764A (en) * | 2016-08-15 | 2017-01-11 | 北京林业大学 | In-situ whole root soil reinforcement effect testing instrument |
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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: 20101222 Termination date: 20110526 |