Device and method for testing anti-shearing characteristic of large-particle-size geotechnical material

Abstract

The invention belongs to the field of direct shear apparatuses, and relates to a device and a method for testing the anti-shearing characteristic of a large-particle-size rock-soil material, which can adapt to a test of internal friction force of large-particle-size rock-soil and can most approximately simulate the actual condition of actual large-particle-size rock-soil accumulation. According to the technical scheme, the device comprises a support, a vertical pressurizing module, a horizontal pressurizing module and a shear box. The vertical pressurizing module is fixed to the support and provided with a first loading piece in the vertical direction. The horizontal pressurizing module is fixed to the support and provided with a second loading piece in the horizontal direction. The shear box is respectively connected with the first loading piece and the second loading piece.

Description

TECHNICAL FIELD

[0001] The application belongs to the field of direct shear apparatuses, and relates to a device and method for testing the shear resistance of large-diameter rock-soil materials. BACKGROUND

[0002] In modern construction engineering, especially at positions such as the base layer and foundation of a building, large-diameter rock-soil is often used. For example, in highway transportation, 10-20mm gravel and cement can be used as a highway base layer, or 10-20mm gravel can be used as a cast-in-place pile aggregate to enhance the strength of the pile body, or in large-volume foundation buildings (such as dams and abutments), 200mm or smaller block stones are embedded in concrete to reduce cement consumption.

[0003] Large-diameter rock-soil is mostly used in the bottom layer of a building, so the stability of large-diameter rock-soil is crucial, and the shear force of large-diameter rock-soil is one of the main factors for maintaining the stability of a building. Currently, a device for testing the shear resistance of large-diameter rock-soil materials can be used to test and measure the shear force of large-diameter rock-soil.

[0004] In the current technology, a direct shear apparatus for testing the shear strength parameters of large-diameter rock-soil includes a shear box, which includes a lower shear box and an upper shear box. The stone to be detected is filled in the lower shear box and the upper shear box. At this time, the stone can be between the lower shear box and the upper shear box. When testing, the relative displacement between the lower shear box and the upper shear box simultaneously drives the relative displacement of the large-diameter stone in the lower shear box and the upper shear box, and the internal friction angle and cohesion are tested.

[0005] In actual construction operations, a building formed by large-diameter rock-soil has a certain thickness, that is, it is completed by laying multiple layers of large-diameter rock-soil. When subjected to external forces or its own pressure, the multiple layers of large-diameter rock-soil are layered and slip as a whole. The current shear test of large-diameter rock-soil can effectively obtain the internal friction angle and cohesion between the two piles of large-diameter rock-soil that are in relative motion, and provide key basis for engineering design. However, it cannot fully and effectively simulate the formation and sliding process of large-diameter rock-soil, so there is a certain deviation between the current direct shear test and the actual situation, which leads to insufficient and true understanding of the stability of construction engineering. SUMMARY

[0006] To overcome the defects in the above related technology, the application provides a device for testing the shear resistance of large-diameter rock-soil materials, which can adapt to the test of the internal friction of large-diameter rock-soil and most closely simulate the actual situation when large-diameter rock-soil is accumulated.

[0007] To achieve the above technical purposes, in one aspect, the present application provides a large particle size rock-soil material shear resistance testing device. The large particle size rock-soil material shear resistance testing device comprises a support, a vertical pressure module, a horizontal pressure module and a shear box. The vertical pressure module is fixed on the support, and the vertical pressure module has a first loading member in the vertical direction. The horizontal pressure module is fixed on the support, and the horizontal pressure module has a second loading member in the horizontal direction. The shear box is connected with the first loading member and the second loading member respectively. The shear box comprises a track, a lower shear box, a lower constraint ring, an upper constraint ring and an upper shear box. The track is fixed on the support, and the extension direction of the track is consistent with the running direction of the second loading member. The lower shear box is arranged in the track, and the lower shear box is connected with the second loading member. The lower shear box has a tendency to run along the extension direction of the track. The lower constraint ring is an annular member, and the inner ring structure of the lower constraint ring is adapted to the opening of the lower shear box. A plurality of lower constraint rings are arranged in order from bottom to top above the lower shear box, and the lower constraint ring is movably arranged in the track. The lower constraint ring has a tendency to reciprocate along the extension direction of the track. The upper constraint ring is an annular member, and the inner ring structure of the upper constraint ring is adapted to the opening of the upper shear box. A plurality of upper constraint rings are arranged in order from bottom to top above the lower constraint ring, and the upper constraint ring is movably arranged in the track. The upper constraint ring has a tendency to reciprocate along the extension direction of the track. The upper shear box is arranged in the track above the upper constraint ring, and the upper shear box is connected with the first loading member. The lower shear box has a tendency to run along the extension direction of the track.

[0008] Preferably, the height of the lower constraint ring and the upper constraint ring in the vertical direction is less than 20 mm.

[0009] Preferably, the track comprises a first fixed plate and a second fixed plate. The first fixed plate is a vertically arranged plate member, and a plurality of first sliding grooves are arranged on the vertical side surface of the first fixed plate. The first sliding groove is a horizontal groove consistent with the extension direction of the track, and the spacing between adjacent first sliding grooves in the vertical direction is less than 20 mm. The second fixed plate is a vertically arranged plate member and is arranged opposite to the first fixed plate. A plurality of second sliding grooves are arranged on the vertical side surface of the second fixed plate. The second sliding groove is a horizontal groove consistent with the extension direction of the track, and each second sliding groove is at the same height as the corresponding first sliding groove.

[0010] Preferably, the lower shear box comprises a lower box body and a first guide rail. The lower box body is an open box body at the upper end. A first guide rail is arranged on each of the two opposite side surfaces of the lower box body, and the two first guide rails are arranged in the corresponding first sliding groove and second sliding groove.

[0011] Preferably, the lower constraint ring comprises a first constraint ring and a second guide rail strip. The first constraint ring is a ring-shaped member. One second guide rail strip is arranged on each of two opposite sides of the first constraint ring, and the two second guide rail strips are arranged in the corresponding first sliding groove and second sliding groove in a one-to-one correspondence.

[0012] Preferably, the upper constraint ring comprises a second constraint ring and a third guide rail strip. The second constraint ring is a ring-shaped member. One third guide rail strip is arranged on each of two opposite sides of the second constraint ring, and the two third guide rail strips are arranged in the corresponding first sliding groove and second sliding groove in a one-to-one correspondence.

[0013] Preferably, the first fixed plate and the second fixed plate are each vertically provided with an upwardly open blind hole, and the blind holes correspondingly pass through the first sliding groove or the second sliding groove. The first guide rail strip, the second guide rail strip, and the third guide rail strip are each provided with a through hole corresponding to the blind hole. The large-grained rock-soil material shear resistance testing device further comprises a fixing pin inserted into the blind hole and the through hole, thereby relatively fixing the lower shear box, the lower constraint ring, the upper constraint ring, and the track.

[0014] In another aspect, the present application provides a large-grained rock-soil material shear resistance testing device method, which is applicable to the large-grained rock-soil material shear resistance testing device described above, and the large-grained rock-soil material shear resistance testing device comprises a shear box, which comprises a lower shear box, a lower constraint ring, an upper constraint ring, an upper shear box, and a track.

[0015] The large-grained rock-soil material shear resistance testing device method comprises the following steps. The lower shear box, the lower constraint ring, the upper constraint ring, the upper shear box, and the track are relatively fixed. The to-be-tested stone material is filled into the shear box from the upper end opening of the upper shear box. The shear box is subjected to high-frequency vibration to compact the to-be-tested stone material in the shear box, and the height of the to-be-tested stone material in the shear box remains stable during vibration. A downward pressure pad is installed on the upper end opening of the upper shear box, and a vertical downward pressure is applied, and the vertical downward pressure value is obtained. The relative fixation between the lower constraint ring, the upper constraint ring, the lower shear box, and the track is released, and the lower constraint ring, the upper constraint ring, and the lower shear box have a relative running state along the extension direction of the track. A horizontal pressure is applied to the lower shear box, and the direction of the horizontal pressure is the same as the extension direction of the track, so that the lower shear box moves horizontally relative to the upper shear box at a constant speed, and the horizontal pressure value and the relative displacement of the lower shear box relative to the upper shear box are obtained. The test is stopped when the relative displacement of the lower shear box relative to the upper shear box exceeds 6mm-10mm.

[0016] Preferably, the particle size of the stone to be detected is 10mm-200mm. The height of the lower constraint ring and the upper constraint ring in the vertical direction is less than 10mm. When the lower shear box, the lower constraint ring, the upper constraint ring, the upper shear box and the track are relatively fixed, the large particle size rock-soil material shear resistance property testing device method further comprises: a plurality of lower constraint rings and a plurality of upper constraint rings are arranged between the lower shear box and the upper shear box.

[0017] The beneficial effects of the present application are:

[0018] The lower constraint ring and the upper constraint ring are arranged in the track extension direction, when the lower shear box is pushed by the horizontal pressure, the upper constraint ring and the lower constraint ring between the upper shear box and the lower shear box can form relative displacement according to the stress of the rock-soil in the track extension direction, that is, the multi-layer sliding of the rock-soil in a certain direction can be simulated, so that the sliding of the large particle size rock-soil and the sliding distance of each layer under different horizontal pressures of the lower shear box under a certain vertical pressure can be obtained. It can be understood that the large particle size rock-soil in the present application is subjected to smaller horizontal pressure when forming sliding, and the present application is closer to the actual situation, so that the shear strength parameters obtained by the present application are more accurate, and more accurate guidance basis can be provided for building design and subsequent building maintenance. BRIEF DESCRIPTION OF DRAWINGS

[0019] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the related art, the drawings needed to be used in the embodiments or the related art description will be briefly introduced. Obviously, the drawings in the following description are only some embodiments of the present application, and for those skilled in the art, other drawings can be obtained without creative labor based on these drawings.

[0020] Fig. 1 is a structural diagram of the present application;

[0021] Fig. 2 is a sectional view of the shear box of the present application;

[0022] Fig. 3 is a top view of the shear box of the present application;

[0023] Fig. 4 is a structural diagram of the lower constraint ring of the present application. DETAILED DESCRIPTION

[0024] In order to make the above objectives, characteristics and advantages of the present application more obvious and easy to understand, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the present application.

[0025] In the description of the present application, it should be understood that the terms "center", "upper", "lower", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the purpose of facilitating the description of the present application and simplifying the description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0026] The terms "first", "second" are only for descriptive purposes, and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features defined with "first", "second" can explicitly or implicitly include one or more of the features. In the description of the present application, unless otherwise specified, the meaning of "a plurality of" is two or more.

[0027] As Figs. 1 to 4As shown in some embodiments of the present invention, the present invention provides a testing device for the shear resistance properties of large-particle-size soil and rock materials. The testing device includes: a support 1, a vertical pressure module 2, a horizontal pressure module 3, and a shear box 4. The vertical pressure module 2 is fixed to the support 1 and has a first loading member in the vertical direction. The horizontal pressure module 3 is fixed to the support 1 and has a second loading member in the horizontal direction. The shear box 4 is connected to both the first and second loading members. The shear box 4 includes: a track 41, a lower shear box 42, a lower constraint ring 43, an upper constraint ring 44, and an upper shear box 45. The track 41 is fixed to the support 1, and the extension direction of the track 41 is consistent with the running direction of the second loading member. The lower shear box 42 is disposed in the track 41 and connected to the second loading member, and the lower shear box 42 tends to run along the extension direction of the track 41. The lower constraint ring 43 is an annular component, and its inner ring structure is adapted to the opening of the lower shear box 42. Multiple lower constraint rings 43 are arranged sequentially from bottom to top above the lower shear box 42, and are movably disposed within the track 41. The lower constraint rings 43 tend to reciprocate along the extension direction of the track 41. The upper constraint ring 44 is an annular component, and its inner ring structure is adapted to the opening of the upper shear box 45. Multiple upper constraint rings 44 are arranged sequentially from bottom to top above the lower constraint ring 43, and are movably disposed within the track 41. The upper constraint ring 44 tends to reciprocate along the extension direction of the track 41. The upper shear box 45 is disposed in the track 41 above the upper constraint rings 44, and is connected to the first loading member. The lower shear box 42 tends to run along the extension direction of the track 41.

[0028] Preferably, the vertical height of the lower constraint ring 43 and the upper constraint ring 44 is less than 20 mm.

[0029] Preferably, the track 41 includes: a first fixing plate 411 and a second fixing plate 412. The first fixing plate 411 is a vertically arranged plate, and its vertical side is provided with multiple first sliding grooves. The first sliding grooves are horizontal grooves aligned with the extending direction of the track 41, and the vertical spacing between adjacent first sliding grooves is less than 20 mm. The second fixing plate 412 is a vertically arranged plate and is positioned opposite to the first fixing plate 411. Its vertical side is provided with multiple second sliding grooves, which are horizontal grooves aligned with the extending direction of the track 41. Each second sliding groove is at the same height as a corresponding first sliding groove.

[0030] Preferably, the lower shear box 42 comprises a lower box body 421 and a first guide rail 422. The lower box body 421 is an open box body at the upper end. The lower box body 421 is provided with a first guide rail 422 on each of the two opposite sides, and the two first guide rails 422 are correspondingly arranged in the corresponding first sliding groove and second sliding groove.

[0031] Preferably, the lower constraint ring 43 comprises a first constraint ring 431 and a second guide rail 432. The first constraint ring 431 is a ring-shaped member. The first constraint ring 431 is provided with a second guide rail 432 on each of the two opposite sides, and the two second guide rails 432 are correspondingly arranged in the corresponding first sliding groove and second sliding groove.

[0032] Preferably, the upper constraint ring 44 comprises a second constraint ring and a third guide rail. The second constraint ring is a ring-shaped member. The second constraint ring is provided with a third guide rail on each of the two opposite sides, and the two third guide rails are correspondingly arranged in the corresponding first sliding groove and second sliding groove.

[0033] Preferably, the first fixed plate 411 and the second fixed plate 412 are vertically provided with upwardly open blind holes, and the blind holes correspondingly pass through the first sliding groove or the second sliding groove. The first guide rail 422, the second guide rail 432 and the third guide rail are provided with through holes corresponding to the blind holes. The large particle size rock-soil material shear resistance characteristic testing device further comprises a fixing pin inserted into the blind hole and the through hole, so as to relatively fix the lower shear box 42, the lower constraint ring 43, the upper constraint ring 44 and the track 41.

[0034] In another aspect, the present application provides a large particle size rock-soil material shear resistance characteristic testing device method, which is suitable for the large particle size rock-soil material shear resistance characteristic testing device. The large particle size rock-soil material shear resistance characteristic testing device comprises a shear box 4, and the shear box 4 comprises a lower shear box 42, a lower constraint ring 43, an upper constraint ring 44, an upper shear box 45 and a track 41.

[0035] The method for testing the shear resistance of the large-diameter rock-soil material includes: keeping the lower shear box 42, the lower constraint ring 43, the upper constraint ring 44, the upper shear box 45 and the track 41 relatively fixed. The stone to be tested is filled into the shear box 4 from the upper end opening of the upper shear box 45. The shear box 4 is vibrated at a high frequency, so that the stone to be tested is compacted in the shear box 4, and the height of the stone to be tested in the shear box 4 remains stable when vibrating. A lower pressing pad is installed on the upper end opening of the upper shear box 45, and a vertical downward pressure is applied, and the vertical downward pressure value is obtained. The relative fixation between the lower constraint ring 43, the upper constraint ring 44, the lower shear box 42 and the track 41 is removed, and the lower constraint ring 43, the upper constraint ring 44 and the lower shear box 42 have a relative running state along the extension direction of the track 41. A horizontal pressure is applied to the lower shear box 42, and the direction of the horizontal pressure is the same as the extension direction of the track 41, so that the lower shear box 42 moves horizontally relative to the upper shear box 45 at a constant speed, and the horizontal pressure value and the relative displacement of the lower shear box 42 relative to the upper shear box 45 are obtained. The test is stopped when the relative displacement of the lower shear box 42 relative to the upper shear box 45 exceeds 6mm-10mm.

[0036] Preferably, the particle size of the stone to be tested is 10mm-200mm. The height of the lower constraint ring 43 and the upper constraint ring 44 in the vertical direction is less than 10mm. When the lower shear box 42, the lower constraint ring 43, the upper constraint ring 44, the upper shear box 45 and the track 41 are kept relatively fixed, the method for testing the shear resistance of the large-diameter rock-soil material further includes: a plurality of lower constraint rings 43 and a plurality of upper constraint rings 44 are arranged between the lower shear box 42 and the upper shear box 45.

[0037] In the description of the present specification, specific features, structures, materials or characteristics can be combined in any one or more embodiments or examples in a suitable manner.

[0038] The above is only a specific implementation of the present application, but the protection scope of the present application is not limited thereto, and any person skilled in the art can easily think of changes or replacements within the technical range disclosed by the present application, which should be covered within the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.

Claims

1. A testing device for the shear resistance properties of large-particle-size soil and rock materials, characterized in that, The application relates to a shearing device, which comprises a support, a vertical pressing module fixed on the support, the vertical pressing module having a first loading piece in a vertical direction, a horizontal pressing module fixed on the support, the horizontal pressing module having a second loading piece in a horizontal direction, and a shearing box connected with the first loading piece and the second loading piece respectively. The shearing box comprises a track fixed on the support, the extending direction of the track being consistent with the running direction of the second loading piece, a lower shearing box arranged in the track and connected with the second loading piece, the lower shearing box having a tendency to run along the extending direction of the track, a lower constraint ring which is a ring-shaped piece, the inner ring structure of the lower constraint ring being adapted to the opening of the lower shearing box, a plurality of the lower constraint rings being arranged from bottom to top above the lower shearing box, the lower constraint ring being movably arranged in the track, the lower constraint ring having a tendency to reciprocatingly run along the extending direction of the track, an upper constraint ring which is a ring-shaped piece, the inner ring structure of the upper constraint ring being adapted to the opening of the upper shearing box, a plurality of the upper constraint rings being arranged from bottom to top above the lower constraint ring, the upper constraint ring being movably arranged in the track, the upper constraint ring having a tendency to reciprocatingly run along the extending direction of the track, and an upper shearing box arranged in the track above the upper constraint ring and connected with the first loading piece, the lower shearing box having a tendency to run along the extending direction of the track. The height of the lower constraint ring and the upper constraint ring in the vertical direction is less than 20 mm. The track comprises a first fixed plate which is a vertically arranged plate piece, the vertical side surface of the first fixed plate being provided with a plurality of first sliding grooves which are horizontal grooves consistent with the extending direction of the track, the interval of adjacent first sliding grooves in the vertical direction being less than 20 mm, and a second fixed plate which is a vertically arranged plate piece and is oppositely arranged with the first fixed plate, the vertical side surface of the second fixed plate being provided with a plurality of second sliding grooves which are horizontal grooves consistent with the extending direction of the track, each second sliding groove being at the same height with a corresponding first sliding groove. The lower shearing box comprises a lower box body which is a box body with an open upper end, and a first guide rail strip arranged on each of the two opposite side surfaces of the lower box body, the two first guide rail strips being correspondingly arranged in the corresponding first sliding grooves and second sliding grooves. The lower constraint ring comprises a first constraint ring which is a ring-shaped piece, and a second guide rail strip arranged on each of the two opposite side surfaces of the first constraint ring, the two second guide rail strips being correspondingly arranged in the corresponding first sliding grooves and second sliding grooves. The upper constraint ring comprises a second constraint ring which is a ring-shaped piece, and a second guide rail strip arranged on each of the two opposite side surfaces of the second constraint ring, the two second guide rail strips being correspondingly arranged in the corresponding first sliding grooves and second sliding grooves. ​ ​ ​ ​ 2. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein ​ 3. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein ​ ​ ​ 4. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein, ​ ​ ​ 5. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein, ​ ​ ​ 6. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein, ​ ​ Third guide rail, one third guide rail is arranged on each of the two opposite sides of the second constraint ring, and the two third guide rails are arranged in the corresponding first sliding groove and second sliding groove one by one.

7. The apparatus for testing the shear resistance of large-diameter geotechnical materials of claim 1, wherein, The first fixed plate and the second fixed plate are vertically provided with blind holes with upward openings, and the blind holes correspondingly penetrate the first sliding groove or the second sliding groove. The first guide rail, the second guide rail and the third guide rail are provided with through holes corresponding to the blind holes. The large-particle-size rock-soil material shear resistance testing device further comprises a fixing pin, the fixing pin is inserted into the blind hole and the through hole, and the lower shear box, the lower constraint ring, the upper constraint ring and the track are relatively fixed.

8. A method of testing the shear resistance of a large particle size geotechnical material using a device as claimed in any one of claims 1 to 7, the device comprising a shear box, the shear box comprising: The large-particle-size rock-soil material shear resistance testing device method comprises: The lower shear box, the lower constraint ring, the upper constraint ring, the upper shear box and the track are relatively fixed; The upper shear box is filled with the stone to be detected from the upper end opening of the upper shear box into the shear box; The shear box is vibrated at high frequency, so that the stone to be detected is compacted in the shear box, and the height of the stone to be detected in the shear box remains stable when vibrating; A lower pressing pad is installed on the upper end opening of the upper shear box, and a vertical downward pressure is applied, and a vertical downward pressure value is obtained; The relative fixation between the lower constraint ring, the upper constraint ring, the lower shear box and the track is cancelled, and the lower constraint ring, the upper constraint ring and the lower shear box have a relative running state along the extension direction of the track; A horizontal pressure is applied to the lower shear box, and the direction of the horizontal pressure is the same as the extension direction of the track, so that the lower shear box moves horizontally at a constant speed relative to the upper shear box, and a horizontal pressure value and a relative displacement of the lower shear box relative to the upper shear box are obtained; When the relative displacement of the lower shear box relative to the upper shear box exceeds 6mm-10mm, the test is stopped.

9. The method of claim 8, wherein the method further comprises: The particle size of the stone to be detected is 10mm-200mm; The height of the lower constraint ring and the upper constraint ring in the vertical direction is less than 10mm; When the lower shear box, the lower constraint ring, the upper constraint ring, the upper shear box and the track are relatively fixed, the large-particle-size rock-soil material shear resistance testing device method further comprises: a plurality of lower constraint rings and a plurality of upper constraint rings are arranged between the lower shear box and the upper shear box.

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