CN215296993U - Multi-connected rock-soil in-situ shear testing device for full-stress path tracking - Google Patents
Multi-connected rock-soil in-situ shear testing device for full-stress path tracking Download PDFInfo
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- CN215296993U CN215296993U CN202120522457.4U CN202120522457U CN215296993U CN 215296993 U CN215296993 U CN 215296993U CN 202120522457 U CN202120522457 U CN 202120522457U CN 215296993 U CN215296993 U CN 215296993U
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Abstract
The utility model provides a many online ground normal position shearing test device that full stress path was traced, including horizontal pass clamp plate, counter-force crossbeam, counter-force stake and a plurality of normal position shearing test unit, a plurality of normal position shearing test unit be located same straight line, connect through counter-force stake between two adjacent normal position shearing test unit, the horizontal pass clamp plate is all equipped with outside two normal position shearing test unit of head and the tail, horizontal pass clamp plate and counter-force stake parallel arrangement; the upper end of the in-situ shear test unit is connected with the counter-force beam; and the in-situ shearing test unit is provided with displacement measurement equipment. The device can obtain on-site direct shear tests with different confining pressures and different shear stresses at one time, save cost, improve efficiency, ensure precision, attach to real mechanical behavior of the rock mass, solve the problem of dereferencing of rock mass shear strength parameters, and is simple, convenient and quick in engineering application.
Description
Technical Field
The utility model relates to a civil engineering technical field specifically relates to a geotechnical normal position shearing test device that allies oneself with that full stress path is tracked more.
Background
The shear strength of rock and soil is the resistance to shear failure, and the failure of building foundations, the sliding of artificial or natural slopes, the movement or toppling of retaining walls, and the like are all caused by the shear stress in the soil exceeding the shear strength thereof. How to obtain the shear strength parameters of rock masses quickly, conveniently and accurately is an important problem, and the shear strength parameters of the rock masses can be obtained through two modes, namely an indoor test and an in-situ test. The indoor test can well control the test strain and stress conditions, the test has high precision and strong reproducibility, but the rock mass is difficult to avoid disturbance caused by transportation, the sample volume is small, the existing geological environment is separated, the original structure is damaged to different degrees, the test conditions are different from the boundary conditions of actual problems, and the test result is possibly distorted; in the in-situ test, the size of the test piece is larger, and the test piece contains macro-structural features such as a weak structural surface and the like, which is closer to the actual situation of the engineering, but uncertain reasons such as uneven stress and strain distribution of the test, vague boundary conditions and the like cause great difficulty in the analysis of the results.
The commonly adopted in-situ direct shear device can only obtain the shear strength under one stress condition once, and cannot be widely popularized due to long test period and high cost.
SUMMERY OF THE UTILITY MODEL
In order to overcome traditional direct shear test device and test method single and only can obtain the shear strength under the stress condition, its test cycle is long, the problem that the expense is high and efficient, the utility model provides a many online ground normal position shearing test device that full stress path was tracked, this device once obtained different confined pressure, different shear stress's on-the-spot direct shear test, practiced thrift the cost, improved efficiency, ensured the precision, the true mechanical behavior of laminating rock mass has solved rock mass shear strength parameter value problem, and the engineering application is simple and convenient, swift.
The utility model adopts the technical proposal that:
a multi-connected rock-soil in-situ shear test device for full-stress path tracking comprises a horizontal transmission pressure plate, a counter-force cross beam, a counter-force pile and a plurality of in-situ shear test units, wherein the plurality of in-situ shear test units are positioned on the same straight line, two adjacent in-situ shear test units are connected through the counter-force pile, the horizontal transmission pressure plate is arranged on the outer side of each of the two in-situ shear test units at the head and the tail, and the horizontal transmission pressure plate and the counter-force pile are arranged in parallel; the upper end of the in-situ shear test unit is connected with the counter-force beam; and the in-situ shearing test unit is provided with displacement measurement equipment.
The in-situ shear test unit comprises a test block, a vertical loading device, a horizontal loading device and a lateral shear device, wherein the upper end of the test block is connected with the reaction beam through the vertical loading device; the horizontal loading equipment is arranged on two symmetrical side surfaces of the test block, and the test block, the counter-force pile and the pressure transmission plate are connected through the horizontal loading equipment; the lateral shearing equipment is arranged on one of the rest side surfaces of the test block, and a shearing equipment pressure transmission plate is arranged outside the lateral shearing equipment.
A horizontal loading steel base plate and a horizontal loading roller row are sequentially arranged on the contact surface of the horizontal loading equipment and the test block, the sizes of the horizontal loading steel base plate and the horizontal loading roller row are the same, and the size of the horizontal loading steel base plate is smaller than that of the side surface of the test block; the horizontal loading equipment comprises a horizontal loading pressure gauge, a horizontal loading force transmission column and a horizontal loading jack, wherein the horizontal loading force transmission column is connected with the horizontal loading jack, and horizontal steel base plates are arranged among the horizontal loading jack, the counter-force pile and the horizontal pressure transmission plate; and the horizontal loading force transmission column is in contact connection with the horizontal loading steel base plate.
A steel backing plate of the vertical loading equipment and a roller row of the vertical loading equipment are sequentially arranged between the vertical loading equipment and the upper surface of the test block; the size of the steel backing plate of the vertical loading equipment is the same as that of the rolling shaft row of the vertical loading equipment, and the size of the steel backing plate of the vertical loading equipment is smaller than that of the upper surface of the test block; the vertical loading equipment comprises a vertical loading pressure gauge, a vertical loading force transmission column and a vertical loading jack, wherein the vertical loading pressure gauge is arranged on the vertical loading jack, the vertical loading jack is connected with the vertical loading force transmission column, the upper end of the vertical loading force transmission column is connected with a counter-force beam, and the bottom of the vertical loading jack is connected with a steel base plate of the vertical loading equipment.
A lateral shearing steel base plate is arranged on the contact surface of the lateral shearing equipment and the test block; lateral shearing equipment include lateral shear jack, lateral shear manometer and lateral shear dowel steel post, the lateral shear manometer establish on lateral shear jack, lateral shear jack be connected with lateral shear dowel steel post, lateral shear dowel steel post be connected with the contact of lateral shear steel backing plate.
And a support is arranged above the test block and used for fixing the displacement measuring equipment.
The displacement measuring equipment comprises six dial indicators, wherein two dial indicators are arranged on two sides of the upper surface of the test block; the remaining four dial indicators are symmetrically arranged on two side surfaces of the test block in the shearing direction, and the four dial indicators are all positioned on the upper part of the test block.
The utility model has the advantages that:
the utility model discloses can realize once only carrying out different confined pressures, different shear stress's on-spot direct shear test, can practice thrift the cost, raise the efficiency, ensure the precision, the real mechanics action of laminating rock mass has solved rock mass shear strength parameter value problem, and the engineering application is simple and convenient, swift.
The utility model is suitable for a ground body shear strength parameter value problem among the multiple actual geotechnical engineering, including adding, the complicated stress path including the uninstallation, can be applied to the acquisition of the ground body shear strength parameter of side slope, ground, foundation ditch, hole room respectively, application scope is wide.
Through the utility model discloses the shear strength parameter who obtains owing to there is the effect of confined pressure, can effectively reflect the occurrence position of the ground body, can obtain the shear strength parameter of the ground body more truly to guide the engineering design construction.
The following will be further described with reference to the accompanying drawings.
Drawings
Fig. 1 is a schematic view of the vertical surface of the experimental device of the present invention.
Fig. 2 is a schematic plan view of the experimental apparatus of the present invention.
Fig. 3 is a schematic side view of the experimental apparatus of the present invention.
Fig. 4 is a schematic diagram of the force applied to the test block of the present invention.
In the figures, the reference numbers are: 1. testing blocks; 2. a vertical loading device; 201. vertically loading a steel base plate; 202. a vertical loading roller row; 203. vertically loading a pressure gauge; 204. vertically loading a force transmission column; 205. vertically loading a jack; 3. a horizontal loading device; 301. horizontally loading a steel base plate; 302. horizontally loading a roller row; 303. horizontally loading a pressure gauge; 304. horizontally loading a force transmission column; 305. horizontally loading a jack; 4. a lateral shearing device; 401. a steel backing plate; 402. a lateral shear jack; 403. a lateral shearing pressure gauge; 404. a lateral shear force transfer column; 5. a horizontal steel backing plate; 6. a horizontal transfer platen; 7. a shearing equipment pressure transmission plate; 8. a counter-force beam; 9. a counter-force pile; 10. and (4) a dial indicator.
Detailed Description
Example 1:
in order to overcome traditional direct shear test device and test method single can only obtain the shear strength under the stress condition, its test cycle is long, the problem of expense height and inefficiency, the utility model provides a many ground normal position shear test device that ally oneself with that full stress path was tracked as shown in fig. 1-4, this device once obtained different confined pressure, different shear stress's on-the-spot direct shear test, practiced thrift the cost, improved efficiency, ensured the precision, the true mechanical behavior of laminating rock mass has solved rock mass shear strength parameter value problem, and the engineering application is simple and convenient, swift.
A multi-connected rock-soil in-situ shear testing device with full stress path tracking comprises a horizontal pressure transmitting plate 6, a counterforce cross beam 8, a counterforce pile 9 and a plurality of in-situ shear testing units, wherein the plurality of in-situ shear testing units are positioned on the same straight line, two adjacent in-situ shear testing units are connected through the counterforce pile 9, the horizontal pressure transmitting plate 6 is arranged on the outer side of each of the two in-situ shear testing units at the head and the tail, and the horizontal pressure transmitting plate 6 and the counterforce pile 9 are arranged in parallel; the upper end of the in-situ shear test unit is connected with a counter-force beam 8; and the in-situ shearing test unit is provided with displacement measurement equipment.
The utility model discloses in, test piece 1's size can be inequality, and test piece 1's size difference is no longer than 5-10%, can realize once only carrying out the on-the-spot direct shear test of three not unidimensional, different confined pressure, different shear stress like this simultaneously, can practice thrift cost, raise the efficiency, guarantee precision, and the true mechanics action of laminating rock mass has solved rock mass shear strength parameter value problem, and the engineering application is simple and convenient, swift. The utility model is suitable for a ground body shear strength parameter value problem among the multiple actual geotechnical engineering, including adding, the complicated stress path including the uninstallation, can be applied to the acquisition of the ground body shear strength parameter of side slope, ground, foundation ditch, hole room respectively, application scope is wide.
Through the utility model discloses the shear strength parameter who obtains because the effect of confined pressure can effectively reflect the occurrence position of the ground body, can obtain the shear strength parameter of the ground body more truly to guide the engineering design construction.
Example 2:
based on embodiment 1, in this embodiment, preferably, the in-situ shear testing unit includes a test block 1, a vertical loading device 2, a horizontal loading device 3, and a lateral shear device 4, and an upper end of the test block 1 is connected to a counterforce beam 8 through the vertical loading device; the horizontal loading equipment is arranged on two symmetrical side surfaces of the test block 1, and the test block 1, the counter-force pile 9 and the pressure transmission plate 6 are connected through the horizontal loading equipment; the lateral shearing equipment is arranged on one of the rest side surfaces of the test block 1, and a shearing equipment pressure transmission plate 7 is arranged outside the lateral shearing equipment.
Preferably, a horizontal loading steel base plate 301 and a horizontal loading roller row 302 are sequentially arranged on the contact surface of the horizontal loading device 3 and the test block 1, the horizontal loading steel base plate 301 and the horizontal loading roller row 302 have the same size, and the size of the horizontal loading steel base plate 301 is smaller than that of the side surface of the test block 1; the horizontal loading equipment 3 comprises a horizontal loading pressure gauge 303, a horizontal loading force transfer column 304 and a horizontal loading jack 305, wherein the horizontal loading force transfer column 304 is connected with the horizontal loading jack 305, and horizontal steel base plates 5 are arranged among the horizontal loading jack 305, the counter-force pile 9 and the horizontal pressure transfer plate 6; the horizontal loading force transmission column 304 is in contact connection with the horizontal loading steel base plate 301.
Preferably, a vertical loading device steel backing plate 201 and a vertical loading device roller row 202 are sequentially arranged between the vertical loading device 2 and the upper surface of the test block 1; the size of the steel backing plate 201 of the vertical loading device is the same as that of the roller row 202 of the vertical loading device, and the size of the steel backing plate 201 of the vertical loading device is smaller than that of the upper surface of the test block 1; the vertical loading equipment 2 comprises a vertical loading pressure gauge 203, a vertical loading force transmission column 204 and a vertical loading jack 205, wherein the vertical loading pressure gauge 203 is arranged on the vertical loading jack 205, the vertical loading jack 205 is connected with the vertical loading force transmission column 204, the upper end of the vertical loading force transmission column 204 is connected with the counter-force beam 8, and the bottom of the vertical loading jack 205 is connected with a steel base plate 201 of the vertical loading equipment.
The utility model discloses the effect that well ascending roller bearing in all directions was arranged is when guaranteeing the jack in all directions pressurization, and the effort is vertical loading, can not produce the phenomenon of power skew. The roller rows are increased as the jack applies a load, depending on the particular implementation. Ensuring that the force applied by the jack acts in one direction. The utility model discloses well roller bearing row includes square chase and steel ball, and the steel ball is many and evenly distributed in square chase, and the diameter of every steel ball is 3 mm.
Preferably, a lateral shearing steel base plate 401 is arranged on the contact surface of the lateral shearing device 4 and the test block 1; the lateral shearing equipment comprises a lateral shearing jack 402, a lateral shearing pressure gauge 403 and a lateral shearing force transmission column 404, wherein the lateral shearing pressure gauge 403 is arranged on the lateral shearing jack 402, the lateral shearing jack 402 is connected with the lateral shearing force transmission column 404, and the lateral shearing force transmission column 404 is in contact connection with a lateral shearing steel base plate 401.
Preferably, a support is arranged above the test block 1 and used for fixing the displacement measuring equipment.
The utility model discloses in, the support is one end open-ended rectangular frame. The dial indicator 10 can be fixed, so that the dial indicator 10 can effectively measure the displacement.
Preferably, the displacement measuring equipment comprises six dial indicators 10, wherein two dial indicators 10 are arranged on two sides of the upper surface of the test block 1; the remaining four dial indicators 10 are symmetrically arranged on two side surfaces of the test block 1 in the shearing direction, and the four dial indicators 10 are all positioned on the upper part of the test block 1.
The utility model discloses the steel backing plate of well different positions selects size and thin thickness to satisfy the experimental requirement according to the demand. The steel backing plate has the final purpose of enlarging the stressed area and avoiding damaging other pressure-bearing components. The utility model discloses a concrete application does:
as shown in fig. 1 and 2, a test block 1 is excavated, excavation is performed as required, then a reaction column 9 is constructed, the lower end of the reaction column 9 is buried deep in the ground, and the upper end of the reaction column 9 is higher than the center line of the test block 1 and lower than the upper surface of the test block 1. The reaction column 9 corresponds to a stationary wall. The stress of the horizontal loading equipment 3 is ensured, the position of the reaction column 9 cannot be moved by the acting force of the horizontal loading equipment 3, and the reaction column 9 is always vertically arranged. The stiffness of the counter-force beam 8 is sufficient to ensure that the counter-force beam 8 does not deform when the vertical loading device is loaded.
The normal load, namely the installation sequence of the vertical loading device 2, is that cement mortar is firstly paved on the top of the test piece 1, a backing plate is arranged, and then a vertical loading roller row 202, a vertical loading steel backing plate 201, a vertical loading jack 205, a vertical loading transmission column 204 and a top backing plate are sequentially arranged on the backing plate.
As shown in FIG. 3, the lateral shearing device 4 is installed by placing a steel pad plate 401 on the stressed surface of the test block 1 (the bottom of the pad plate should be on the upper edge of the shearing surface), and sequentially placing a lateral shearing force transfer column 404, a lateral shearing jack 402 and a lateral pad plate behind the steel pad plate 401.
The dial indicator 10 for mounting and measuring the absolute displacement is mounted on the bracket outside the deformation influence range of the test block 1, and 6 dial indicators are mounted, wherein 2 normal phase displacement meters and 4 tangential displacement meters are mounted at symmetrical positions.
In the utility model, as shown in fig. 4, the test block 1 is vertically loaded
Horizontal loading
Tangential loading
. Wherein, each loading of each test block 1 can be different according to the requirement, and different values are taken. A variety of situations are simulated.
The utility model discloses the various experimental results of the different preset condition that can be obtained. The horizontal loading ensures that the test block 1 is horizontally at the original confining pressure. The preset normal load is applied for multiple times, time control is adopted for loading, at least 5min is kept between every two adjacent loads, reading of each dial indicator 10 is measured before and after each loading, and when the difference between two continuous normal displacements is not more than 0.01mm, the shear load is applied. The shear load is also applied in multiple times, and the readings of the dial indicators 10 are measured before and after each loading. The test is terminated when the shear strain increases sharply or the deformation continues to increase and the shear stress cannot be increased or the shear deformation reaches 10% of the side length of the time.
Example 3:
based on embodiment 1 or 2, in this embodiment, as shown in fig. 1, in-situ shear testing of 3 groups of test blocks can be performed simultaneously, the test block 1 is divided into three test blocks 1, i.e., a, b, and c, the three test blocks 1 are subjected to loading shear respectively, and different vertical pressures are set for the three test blocks 1, for example, different vertical pressures are set for the three test blocks 1, i.e., different vertical pressures are set for the three test blocks 1
=300kPa,
The confining pressures applied separately are not equal, e.g.
=200kPa,
Correspondingly simulating occurrence conditions of test blocks in different stress states, and obtaining shear loads of the test blocks in different stress states according to the test process
And further, the shear strength parameter of the rock-soil body tracked by the full stress path can be obtained.
Example 4:
based on embodiment 1 or 2, in this embodiment, as shown in fig. 1 and 4, in-situ shear testing of multiple groups of test blocks can be performed simultaneously, the test block 1 is divided into three test blocks 1, i.e., a, b, and c, the three test blocks 1 are subjected to loading shear, and the same confining pressure is set for the three test blocks 1, i.e., in this embodiment, the test blocks 1 are subjected to loading shear
Different vertical pressure, e.g.
=300kPa,
The shear test can be carried out in the same confining pressure state at one time, and the shear load of the test piece is obtained according to the test process
And then the shear strength parameter of the rock mass corresponding to the stress state can be calculated, and the shear strength of the rock and soil can be efficiently, time-saving and conveniently obtained. Through the utility model discloses the shear strength parameter who obtains because the effect of confined pressure can effectively reflect the occurrence position of the ground body, can obtain the shear strength parameter of the ground body more truly to guide the engineering design construction.
The above contents are only for explaining the technical idea of the present invention, and the protection scope of the present invention cannot be limited thereby, and any modification made on the basis of the technical solution according to the technical idea of the present invention all fall within the protection scope of the claims of the present invention. The device structure and the system method not described in detail in the present invention are prior art, and no further explanation is given in the present invention.
Claims (7)
1. The utility model provides a many online ground normal position shear test device that full stress path was tracked which characterized in that: the shear test device comprises a horizontal pressure transmission plate (6), a counter-force cross beam (8), a counter-force pile (9) and a plurality of in-situ shear test units, wherein the in-situ shear test units are positioned on the same straight line, two adjacent in-situ shear test units are connected through the counter-force pile (9), the horizontal pressure transmission plate (6) is arranged on the outer side of each of the two in-situ shear test units at the head and the tail, and the horizontal pressure transmission plate (6) is arranged in parallel with the counter-force pile (9); the upper end of the in-situ shear test unit is connected with a counter-force beam (8); and the in-situ shearing test unit is provided with displacement measurement equipment.
2. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 1, characterized in that: the in-situ shear test unit comprises a test block (1), a vertical loading device (2), a horizontal loading device (3) and a lateral shear device (4), wherein the upper end of the test block (1) is connected with a counter-force beam (8) through the vertical loading device; the horizontal loading equipment is arranged on two symmetrical side surfaces of the test block (1), and the test block (1), the counter-force pile (9) and the pressure transmission plate (6) are connected through the horizontal loading equipment; the lateral shearing equipment is arranged on one of the rest side surfaces of the test block (1), and a shearing equipment pressure transmission plate (7) is arranged outside the lateral shearing equipment.
3. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 2, characterized in that: a horizontal loading steel base plate (301) and a horizontal loading roller row (302) are sequentially arranged on the contact surface of the horizontal loading device (3) and the test block (1), the sizes of the horizontal loading steel base plate (301) and the horizontal loading roller row (302) are the same, and the size of the horizontal loading steel base plate (301) is smaller than that of the side surface of the test block (1); the horizontal loading equipment (3) comprises a horizontal loading pressure gauge (303), a horizontal loading force transfer column (304) and a horizontal loading jack (305), wherein the horizontal loading force transfer column (304) is connected with the horizontal loading jack (305), and horizontal steel base plates (5) are arranged among the horizontal loading jack (305), the counterforce pile (9) and the horizontal pressure transfer plate (6); the horizontal loading force transmission column (304) is in contact connection with the horizontal loading steel base plate (301).
4. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 2, characterized in that: a vertical loading equipment steel backing plate (201) and a vertical loading equipment roller row (202) are sequentially arranged between the vertical loading equipment (2) and the upper surface of the test block (1); the vertical loading equipment steel backing plate (201) and the vertical loading equipment roller row (202) are the same in size, and the size of the vertical loading equipment steel backing plate (201) is smaller than the size of the upper surface of the test block (1); vertical loading equipment (2) include vertical loading manometer (203), vertical loading dowel steel (204) and vertical loading jack (205), vertical loading manometer (203) establish on vertical loading jack (205), vertical loading jack (205) be connected with vertical loading dowel steel (204), vertical loading dowel steel (204) upper end is connected with reaction beam (8), vertical loading jack (205) bottom be connected with vertical loading equipment steel backing plate (201).
5. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 2, characterized in that: a lateral shearing steel base plate (401) is arranged on the contact surface of the lateral shearing equipment (4) and the test block (1); lateral shear equipment include lateral shear jack (402), lateral shear manometer (403) and lateral shear dowel post (404), lateral shear manometer (403) establish on lateral shear jack (402), lateral shear jack (402) be connected with lateral shear dowel post (404), lateral shear dowel post (404) be connected with lateral shear steel tie plate (401) contact.
6. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 1, characterized in that: and a support is arranged above the test block (1) and used for fixing the displacement measuring equipment.
7. The full-stress path-tracking multi-connected rock-soil in-situ shearing testing device according to claim 1, characterized in that: the displacement measuring equipment comprises six dial indicators (10), wherein two dial indicators (10) are arranged on two sides of the upper surface of the test block (1); the rest four dial indicators (10) are symmetrically arranged on two side surfaces of the test block (1) in the shearing direction, and the four dial indicators (10) are all positioned on the upper part of the test block (1).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202120522457.4U CN215296993U (en) | 2021-03-12 | 2021-03-12 | Multi-connected rock-soil in-situ shear testing device for full-stress path tracking |
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| CN202120522457.4U CN215296993U (en) | 2021-03-12 | 2021-03-12 | Multi-connected rock-soil in-situ shear testing device for full-stress path tracking |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114441331A (en) * | 2022-02-21 | 2022-05-06 | 中国电建集团西北勘测设计研究院有限公司 | Load test device capable of providing three-way pressure |
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2021
- 2021-03-12 CN CN202120522457.4U patent/CN215296993U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114441331A (en) * | 2022-02-21 | 2022-05-06 | 中国电建集团西北勘测设计研究院有限公司 | Load test device capable of providing three-way pressure |
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