CN210376011U - Large-area on-site direct shear test equipment - Google Patents
Large-area on-site direct shear test equipment Download PDFInfo
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- CN210376011U CN210376011U CN201920969579.0U CN201920969579U CN210376011U CN 210376011 U CN210376011 U CN 210376011U CN 201920969579 U CN201920969579 U CN 201920969579U CN 210376011 U CN210376011 U CN 210376011U
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- 238000012360 testing method Methods 0.000 title claims abstract description 55
- 229910000831 Steel Inorganic materials 0.000 claims description 42
- 239000010959 steel Substances 0.000 claims description 42
- 238000005096 rolling process Methods 0.000 claims description 26
- 238000006243 chemical reaction Methods 0.000 claims description 20
- 238000006073 displacement reaction Methods 0.000 claims description 14
- 239000004576 sand Substances 0.000 claims description 12
- 239000002023 wood Substances 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims 4
- 238000002474 experimental method Methods 0.000 abstract description 3
- 238000009533 lab test Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 abstract description 2
- 238000010008 shearing Methods 0.000 description 5
- 239000002689 soil Substances 0.000 description 5
- 230000008093 supporting effect Effects 0.000 description 5
- 238000000034 method Methods 0.000 description 4
- 238000003825 pressing Methods 0.000 description 3
- 239000000843 powder Substances 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
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Abstract
The utility model discloses a large tracts of land on-spot direct shear test equipment belongs to construction test equipment field. Including setting up in the test pit and suit at the shear force box in the sample outside, setting on shear force box top and with shear force box perpendicular setting's normal direction load device, setting between test pit wall and shear force box and with shear force box perpendicular setting's shear load device and measuring device, the utility model discloses well roll slide's relative mobility makes shear force box and normal direction load device be located same normal line all the time, avoids because of the eccentric burden that causes such as inertia or dislocation removal, simultaneously the utility model discloses a directly carry out experiment at the scene, consequently more can accord with natural state than the laboratory test, the experimental result of obtaining accords with the technical requirement of actual engineering more.
Description
Technical Field
The utility model relates to a construction test equipment field, concretely relates to on-spot direct shear test equipment of large tracts of land.
Background
In the evaluation of foundation bearing capacity, soil slope and roadbed stability, the shear strength index of rock-soil mass is the most important mechanical parameter. Rock-soil mass as a foundation of a building may cause damage to the superstructure or affect its normal use if sliding occurs or a local shear damage area develops to cause excessive or uneven deformation of the foundation. Most of the test sites of the existing direct shear test are indoor tests, the undisturbed sample of the indoor tests is usually obtained by a sleeve on site, then a jack is used for pressing the sample into a shear box, or the sleeve is firstly dismounted and then put into the shear box, the undisturbed sample obtained in this way is extremely easy to disturb and can not completely reflect the actual state of the soil body on site, if the sample changes in volume during the indoor shear process, friction force can be generated at the contact point of the sample, and the friction force can not be measured in the tests, so that the positive stress on the shear surface is inconsistent with the actually applied positive stress, and the correct test of the strength of the soil body is influenced,
SUMMERY OF THE UTILITY MODEL
The utility model discloses to prior art's not enough, provided a large tracts of land on-spot direct shear test equipment, concrete technical scheme is as follows:
a large-area on-site direct shear test device comprises a shear box arranged in a test pit and sleeved outside a sample, a normal load device arranged at the top end of the shear box and perpendicular to the shear box, a shear load device arranged between the wall of the test pit and the shear box and perpendicular to the shear box, and a measuring device; the normal load device sequentially comprises a rolling sliding plate, a normal jack and a counter-force group from the bottom to the top of the shear box; the shear load device comprises a pit wall base plate, a tangential jack arranged on the pit wall base plate and a jacking steel plate arranged between the tangential jack and the shear box; the measuring device comprises a plurality of groups of normal settlers arranged on the rolling sliding plate and a horizontal displacement meter arranged on one side of the shear box far away from the tangential jack.
The utility model discloses well counter-force group plays reverse supporting role to normal direction jack, and normal pressure is exerted to rolling slide and sample after normal direction jack starts. Then the tangential pressure jack utilizes the wall of the test pit as a counterforce base, and the application point of the tangential jack on the shear box is arranged on the central point of the shear box. The force action direction of the tangential jack passes through the center of the pre-shearing surface of the sample, and the tangential jack applies pressure to the shear box and carries out a shear test on the sample. And simultaneously, the normal settlement instrument and the horizontal displacement instrument respectively observe the displacement of the sample in the normal direction and the horizontal direction.
Preferably, a fine sand layer filling the gap between the shear box and the sample is arranged in the shear box.
The utility model discloses a setting is between shear force box and sample and is used for filling the fine sand layer of powder in gap between shear force box and the sample, avoids the gap between shear force box and the sample to cause the influence to the experiment, has reduced experimental error.
Preferably, a thin sand layer is arranged between the bottom surface of the rolling sliding plate and the top surface of the sample.
The utility model discloses a thin sand layer of setting between rolling slide bottom surface and sample top surface makes the rolling slide bottom surface parallel with the shear force box top surface, avoids causing eccentric lotus.
Preferably, the reaction force group includes a reaction force steel beam provided at a top end of the normal jack and ground anchors provided at both ends of the reaction force steel beam.
Preferably, the stress point of the reaction steel beam, the force application central point of the normal jack, the central point of the rolling sliding plate and the central point of the test piece are arranged on the same central axis.
The utility model discloses a with counter-force girder steel stress point, normal direction jack application of force central point, roll slide central point, test piece central point setting on same axis, avoid the utility model discloses the eccentric load that causes because of reasons such as inertia or dislocation removal influences the test result.
Preferably, a vertical stress sensor is arranged between the normal jack and the reaction steel beam.
The utility model discloses a vertical stress sensor of setting between normal direction jack and counter-force girder steel, the output load of normal direction jack is surveyed to the testing personnel of being convenient for.
Preferably, a shear stress sensor is arranged between the tangential jack and the jacking steel plate.
The utility model discloses a shear stress sensor of setting between tangential jack and roof pressure steel sheet, the experimental personnel of being convenient for survey the output load of tangential jack.
Preferably, the bottom end pad of the jacking steel plate is provided with a plurality of layers of wood plates.
The utility model discloses a multilayer plank of establishing in roof pressure steel sheet bottom in the pad carries out the supporting role to the roof pressure steel sheet, prevents that the roof pressure steel sheet from taking place normal direction displacement in the process of the test.
The utility model discloses following beneficial effect has:
the utility model discloses well counter-force group plays reverse supporting role to normal direction jack, and normal pressure is exerted to rolling slide and sample after normal direction jack starts, and the relative mobility of the rolling slide of setting between sample and normal direction jack makes shear force box and normal direction loading device be located same normal line all the time, avoids the eccentric load that causes because of reasons such as inertia or dislocation removal. The tangential pressure jack utilizes the wall of the test pit as a counter-force base, and the force application point of the tangential jack on the shear box is arranged on the central point of the shear box. The force action direction of the tangential jack passes through the center of the pre-shearing surface of the sample, and the tangential jack applies pressure to the shear box and carries out a shear test on the sample. And simultaneously, the normal settlement instrument and the horizontal displacement instrument respectively observe the displacement of the sample in the normal direction and the horizontal direction. The utility model discloses a directly carry out experimental at the scene, consequently more can accord with natural state than the laboratory test, the technical requirement of actual engineering is accorded with more to the test result of reacing.
Drawings
Fig. 1 is a schematic structural view of the present invention;
fig. 2 is a cross-sectional view of the present invention;
fig. 3 is a partially enlarged view of a portion a in fig. 2.
In the figure: 1-a shear box; 2-normal loading device; 3-shearing the loading device; 4-a measuring device; 21-rolling the sliding plate; 22-normal jack; 23-counter force group; 31-a pit wall backing plate; 32-tangential jacks; 33-jacking and pressing the steel plate; 41-normal settlement meter; 42-a horizontal displacement meter; 5-fine sand layer; 6-thin sand layer; 231-reaction steel beam; 232-ground anchor; 7-a vertical stress sensor; 8-a shear stress sensor; 9-wood board.
Detailed Description
The principles and features of the present invention are described below in conjunction with the following drawings, the examples given are only intended to illustrate the present invention and are not intended to limit the scope of the present invention.
Examples
Referring to fig. 1 to fig. 3, the utility model discloses a set up in the test pit and suit at the shear force box 1 in the sample outside, set up on shear force box 1 top and with shear force box 1 perpendicular normal direction loading device 2 that sets up, set up between test pit wall and shear force box 1 and with shear force box 1 perpendicular shear loading device 3 that sets up, be used for observing the measuring device 4 of the displacement volume of sample in the test process. The normal load device 2 is used for applying normal pressure to the sample, and the shear load device 3 is used for applying pressure to the shear box 1 and carrying out shear test on the sample. The measuring device 4 comprises a plurality of sets of normal sinkers 41 arranged on the rolling slide 21 and a horizontal displacement meter 42 arranged on the side of the shear box 1 remote from the tangential jacks 32. The normal direction settlement instrument 41 and the horizontal displacement instrument 42 respectively observe the displacement of the sample in the normal direction and the horizontal direction, and the horizontal displacement instrument 42 is a dial indicator.
With further reference to fig. 2 and 3, the normal loading device 2 includes a rolling sliding plate 21 disposed at the top end of the shear box 1 and a normal jack 22 disposed at the top end of the rolling sliding plate 21, and the rolling sliding plate 21 is composed of an upper steel plate, a lower steel plate and a rolling row disposed between the upper steel plate and the lower steel plate. The output end of the normal jack 22 is connected with the rolling sliding plate 21, and the base end of the normal jack 22 is provided with a counter force group 23 for supporting the normal jack 22. A fine sand layer 5 for filling a gap between the shear box 1 and the sample is arranged in the shear box 1. The utility model discloses a setting is between shear force box 1 and sample and is used for filling the fine sand layer of powder 5 in gap between shear force box 1 and the sample, avoids the gap between shear force box 1 and the sample to cause the influence to the experiment, has reduced experimental error. Be equipped with thin sand layer 6 between rolling slide 21 bottom surface and the sample top surface, the utility model discloses a thin sand layer 6 that sets up between rolling slide 21 bottom surface and sample top surface makes rolling slide 21 bottom surface parallel with 1 top surface of shear force box, avoids causing eccentric load.
With further reference to fig. 2 and 3, the reaction force group 23 includes a reaction force steel beam 231 disposed at the top end of the normal jack 22 and ground anchors 232 disposed at both ends of the reaction force steel beam 231. Reaction steel beam 231 is further reinforced by first installing reaction steel beam 231 and then screwing ground anchor 232 into the ground. The stress point of the reaction steel beam 231, the force application central point of the normal jack 22, the central point of the rolling sliding plate 21 and the central point of the test piece are arranged on the same central axis. Through setting up reaction girder steel 231 stress point, normal direction jack 22 application of force central point, rolling slide 21 central point, test piece central point on same axis, avoid the utility model discloses because of the eccentric burden that causes such as inertia or dislocation removal influences the test result. A vertical stress sensor 7 which is convenient for a tester to observe the output load of the normal jack 22 is arranged between the normal jack 22 and the reaction steel beam 231.
Further referring to fig. 2 and 3, the shear loading device 3 includes a pit wall backing plate 31 provided on the test pit wall, a tangential jack 32 provided on the pit wall backing plate 31, and a top pressure steel plate 33 provided between the tangential jack 32 and the shear box 1. The pit wall surface is required to be flat and the pit wall liner plate 31 is in close contact with the pit wall, the tangential jack 32 uses the test pit wall as a reaction base, and the area of the pit wall liner plate 31 and the rigidity of the support rod of the tangential jack 32 meet the rigidity requirement. The piston lifting direction of the tangential jack 32 is consistent with the bottom surface direction of the shear box 1. A shear stress sensor 8 is arranged between the tangential jack 32 and the jacking steel plate 33. Through the shear stress sensor 8 arranged between the tangential jack 32 and the jacking steel plate 33, the output load of the tangential jack 32 can be conveniently observed by a tester.
Referring further to fig. 2 and 3, the top pressure steel plate 33 ensures that the shear box has sufficient rigidity under the action of the tangential force, so that the shear box 1 does not deform excessively, the force application point of the tangential jack 32 on the shear box 1 is arranged on the central point of the shear box 1, and the action direction of the tangential force passes through the center of the pre-shearing surface of the sample. Two layers of wood boards 9 are padded at the bottom end of the jacking steel plate 33. The wood board 9 padded at the bottom end of the jacking steel plate 33 supports the jacking steel plate 33, so that the jacking steel plate 33 is prevented from generating normal displacement in the test process. The utility model discloses well counter-force girder steel 231 plays reverse supporting effect to normal direction jack 22, and normal pressure is exerted to rolling slide 21 and sample after normal direction jack 22 starts, and tangential pressure jack utilizes the test pit wall as the counter-force base, and the application of force point of tangential jack 32 on shear force box 1 is settled on the central point of shear force box 1. The force action direction of the tangential jack 32 passes through the center of the pre-shearing surface of the sample, and the tangential jack 32 applies pressure to the shear box 1 and carries out a shear test on the sample. The utility model discloses a directly carry out experimental at the scene, consequently more can accord with natural state than the laboratory test, the technical requirement of actual engineering is accorded with more to the test result of reacing.
The above description is only for the preferred embodiment of the present invention, and should not be construed as limiting the present invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included within the protection scope of the present invention.
Claims (8)
1. The large-area on-site direct shear test equipment is characterized by comprising a shear box (1) arranged in a test pit and sleeved outside a test sample, a normal load device (2) arranged at the top end of the shear box (1) and perpendicular to the shear box (1), a shear load device (3) arranged between the wall of the test pit and the shear box (1) and perpendicular to the shear box (1), and a measuring device (4);
the normal load device (2) sequentially comprises a rolling sliding plate (21), a normal jack (22) and a counter-force group (23) from bottom to top from the shear box (1);
the shear load device (3) comprises a pit wall base plate (31), a tangential jack (32) arranged on the pit wall base plate (31) and a top pressure steel plate (33) arranged between the tangential jack (32) and the shear box (1);
the measuring device (4) comprises a plurality of groups of normal settlers (41) arranged on the rolling sliding plate (21) and a horizontal displacement meter (42) arranged on one side of the shear box (1) far away from the tangential jack (32).
2. The large-area on-site direct shear test equipment according to claim 1, wherein the shear box (1) is internally provided with a fine sand layer (5) filling a gap between the shear box (1) and the test sample.
3. The large area in-situ direct shear test apparatus according to claim 1, wherein a thin sand layer (6) is provided between the bottom surface of the rolling slide (21) and the top surface of the test specimen.
4. The large area in-situ direct shear test apparatus according to claim 1, wherein the reaction force group (23) comprises a reaction force steel beam (231) disposed at the top end of the normal jack (22) and ground anchors (232) disposed at both ends of the reaction force steel beam (231).
5. The large-area field direct shear test equipment according to claim 4, wherein the stress point of the reaction steel beam (231), the force application central point of the normal jack (22), the central point of the rolling sliding plate (21) and the central point of the test piece are arranged on the same central axis.
6. The large area in-situ direct shear test equipment according to claim 4, wherein a vertical stress sensor (7) is arranged between the normal jack (22) and the reaction steel beam (231).
7. The large-area on-site direct shear test equipment according to claim 1, wherein a shear stress sensor (8) is arranged between the tangential jack (32) and the top pressure steel plate (33).
8. The large-area in-situ direct shear test equipment according to claim 1, wherein the bottom end of the top pressure steel plate (33) is padded with a plurality of layers of wood plates (9).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920969579.0U CN210376011U8 (en) | 2019-06-26 | 2019-06-26 | Large-area on-site direct shear test equipment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920969579.0U CN210376011U8 (en) | 2019-06-26 | 2019-06-26 | Large-area on-site direct shear test equipment |
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| Publication Number | Publication Date |
|---|---|
| CN210376011U true CN210376011U (en) | 2020-04-21 |
| CN210376011U8 CN210376011U8 (en) | 2020-06-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920969579.0U Active CN210376011U8 (en) | 2019-06-26 | 2019-06-26 | Large-area on-site direct shear test equipment |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110196194A (en) * | 2019-06-26 | 2019-09-03 | 四川冶金建筑工程质量检测有限公司 | A kind of large area field direct shear test equipment |
| CN111781058A (en) * | 2020-07-08 | 2020-10-16 | 中南大学 | Rock cohesion and internal friction angle testing device and method |
| CN114383950A (en) * | 2022-01-11 | 2022-04-22 | 中国矿业大学 | Semi-consolidated loose body in-situ experimental method |
| CN114383950B (en) * | 2022-01-11 | 2024-05-31 | 中国矿业大学 | In-situ experimental method for semi-solid loose body |
-
2019
- 2019-06-26 CN CN201920969579.0U patent/CN210376011U8/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110196194A (en) * | 2019-06-26 | 2019-09-03 | 四川冶金建筑工程质量检测有限公司 | A kind of large area field direct shear test equipment |
| CN111781058A (en) * | 2020-07-08 | 2020-10-16 | 中南大学 | Rock cohesion and internal friction angle testing device and method |
| CN114383950A (en) * | 2022-01-11 | 2022-04-22 | 中国矿业大学 | Semi-consolidated loose body in-situ experimental method |
| CN114383950B (en) * | 2022-01-11 | 2024-05-31 | 中国矿业大学 | In-situ experimental method for semi-solid loose body |
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| Publication number | Publication date |
|---|---|
| CN210376011U8 (en) | 2020-06-23 |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CU01 | Correction of utility model |
Correction item: Patentee|Address|Patentee Correct: Sichuan Metallurgical Construction Engineering Quality Inspection Co.,Ltd.|610056 building 107, Wuye, Shuanglin Road, Chengdu, Sichuan Province|CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC False: Sichuan Metallurgical Construction Engineering Quality Co.,Ltd.|610056 building 107, Wuye, Shuanglin Road, Chengdu, Sichuan Province|CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC Number: 17-01 Page: The title page Volume: 36 Correction item: Patentee|Address|Patentee Correct: Sichuan Metallurgical Construction Engineering Quality Inspection Co.,Ltd.|610056 building 107, Wuye, Shuanglin Road, Chengdu, Sichuan Province|CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC False: Sichuan Metallurgical Construction Engineering Quality Co.,Ltd.|610056 building 107, Wuye, Shuanglin Road, Chengdu, Sichuan Province|CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC Number: 17-01 Volume: 36 |
|
| CU01 | Correction of utility model | ||
| CP03 | Change of name, title or address |
Address after: No. 3-11, Shuanghua Road, Chenghua District, Chengdu, Sichuan 610000 Patentee after: Sichuan Metallurgy Construction Engineering Quality Checking and Measuring Co.,Ltd. Patentee after: CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC Address before: 610056 building 107, Wuye, Shuanglin Road, Chengdu, Sichuan Patentee before: Sichuan Metallurgical Construction Engineering Quality Inspection Co.,Ltd. Patentee before: CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC |
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| CP03 | Change of name, title or address | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230714 Address after: No. 3-11, Shuanghua Road, Chenghua District, Chengdu, Sichuan 610000 Patentee after: Sichuan Metallurgy Construction Engineering Quality Checking and Measuring Co.,Ltd. Address before: No. 3-11, Shuanghua Road, Chenghua District, Chengdu, Sichuan 610000 Patentee before: Sichuan Metallurgy Construction Engineering Quality Checking and Measuring Co.,Ltd. Patentee before: CHENGDU SURVEYING GEOTECHNICAL RESEARCH INSTITUTE Co.,Ltd. OF MCC |
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| TR01 | Transfer of patent right |