CN114279818A - Bidirectional flexible loading and unloading ring shear device and test method thereof - Google Patents
Bidirectional flexible loading and unloading ring shear device and test method thereof Download PDFInfo
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Abstract
The invention discloses a bidirectional flexible loading and unloading ring shearing device and a test method thereof, the bidirectional flexible loading and unloading ring shearing device comprises a working platform, a vertical pressurizing system for applying vertical pressure to a soil sample, a hoop pressurizing system for applying hoop pressure to the soil sample, a shearing loading system for applying torque to the soil sample, a dry-wet circulating system for injecting water or dry air into the soil sample and a measuring system for measuring the change of soil sample parameters, the scheme is provided with the vertical pressurizing system and the hoop pressurizing system, realizes the loading and unloading paths of the vertical and hoop pressure of the soil sample, can realize the change of the water content in the soil sample, and is free from the restriction of shearing deformation, thereby realizing different stress paths and dry-wet processes to meet the requirements of actual engineering, the dry-wet circulating system can simulate rainfall to permeate the soil sample to be tested, and can be used for researching the large deformation damage rule of soil body under the action of complex stress path conditions and multiple dry-wet processes, and provides experimental support for further theoretical research.
Description
Technical Field
The invention relates to the technical field of test equipment, in particular to a bidirectional flexible ring shearing loading and unloading device and a test method thereof.
Background
In the construction process of excavation of foundation pits and excavation of cutting slopes, the unloading process is quite common. After excavation is completed, the exposed rock mass will undergo a wet-dry process due to rainfall and evaporation. Under the combined action of excavation unloading and dry-wet processes, engineering problems such as large deformation, damage and the like occur in the engineering of foundation pits, cutting slopes and the like.
Conventional test means for geotechnical engineering problems mainly comprise direct tests, unconfined compression tests, triaxial tests and the like. The direct shear test is used for measuring the strength parameters of the rock and soil materials and has the advantages of simple equipment and convenient operation. However, the direct test has the problems that the area of the shearing surface in the soil sample is changed along with the development of the shearing strain, the normal stress is not uniform, and the like. The unconfined compression test only applies vertical axial pressure, and the lateral direction is not limited during the test, so that the unconfined compression test is mainly used for measuring cohesive force of the clay. The triaxial test realizes the control of vertical and confining pressure, but is limited by a test method, and the shear displacement of the triaxial test has certain limitation. The conventional means have certain limitations in the research of the problems of large shear deformation and damage. The ring shear test has the characteristic of constant shear surface under the condition of continuous shear deformation, can observe the whole deformation damage process of the rock-soil material, and has better application prospect in the research of large shear deformation and strength problems.
In view of the needs of practical engineering, scholars at home and abroad are always dedicated to research and development work of the ring shearing equipment, and develop different types of ring shearing equipment, so that the technical problems of water seepage of soil bodies, large friction between an upper shearing box and a lower shearing box, inconvenience in test control and the like are solved, and the conventional ring shearing equipment is continuously developed towards high precision and automation. At present, most of ring shearing equipment adopts a rigid structure as a shearing box, and a ring shearing test is carried out after one-dimensional consolidation under a lateral limit condition. A hollow ring shear device capable of applying confining pressure is developed by adopting an oil cavity enclosed and synthesized by an elastic membrane to apply confining pressure to a soil body in an inner side and applying vertical pressure through a rigid top cover by virtue of Zhu Jetzsch et al (patent number: CN 106092756A) of Wuhan rock-soil mechanics research institute of Chinese academy of sciences in 2016. The Chinese geological university (Wuhan) Ningyi ice in 2018 adopts the structure of an internal and external shearing box, and also adopts a mode of pressurizing an oil cavity and a rigid top cover which are formed by enclosing an elastic membrane (the patent number is CN 108801804A). When the elastic membrane in the device is deformed laterally, the elastic membrane and the rigid top cover have large mutual influence, and certain influence is caused on a measuring result. Under the excavation unloading and dry-wet process paths of the expansive soil foundation pit, the soil body has larger stress change and expansion and contraction body change, and the influence of the mutual influence between the rigid top cover and the elastic membrane is more obvious. Furthermore, these two devices do not allow for the active path of unloading and wet-dry coupling. A soil body dry-wet circulation shearing machine (patent number: CN 106018126A) with measurable humidity is developed by the limited liability company of science and technology engineering in the year 2016, the equipment changes the water content in the soil body by injecting steam or dry air into the soil body through air pipes at the top and the bottom of a soil sample, and the humidity inside the soil body is measured through a hygrometer probe of a top plate. The top and bottom vent pipes are arranged, so that a certain restraint and limitation effect is realized on circumferential shear deformation, and the operation of a circular shear test is influenced and limited.
In summary, in the ring shear test process of the ring shear equipment in the prior art, problems of inaccurate measurement results, incapability of realizing an action path of unloading and dry-wet coupling, inconvenience in operation due to constraint and limitation on annular shear deformation and the like caused by loading in a manner of adopting an oil cavity surrounded by an elastic membrane and a rigid top cover for pressurization can occur.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a bidirectional flexible loading and unloading ring shear device and a test method thereof, and aims to solve the problems that the existing ring shear device is inaccurate in measurement result, cannot realize bidirectional unloading, cannot simulate the action path of dry-wet coupling and is inconvenient to operate.
In order to achieve the purpose of the invention, the technical scheme adopted by the invention is as follows: the bidirectional flexible loading and unloading ring shear device comprises a working platform, a vertical pressurizing system, a ring pressurizing system, a shear loading system, a dry-wet circulating system and a measuring system;
an upper shearing box with an opening at the top and a lower shearing box with an opening at the bottom are arranged on the working platform, a detachable top cover is arranged at the top of the upper shearing box, and a detachable bottom cover is arranged on the lower shearing box; a steel casing is arranged inside the upper shearing box, the top of the steel casing is fixedly connected with the top cover, and the bottom of the steel casing is rotatably and hermetically connected with the bottom cover; the upper shearing box, the lower shearing box, the top cover, the bottom cover and the steel casing are enclosed to form a shearing box body for accommodating the soil sample to be measured;
the vertical pressurizing system comprises a vertical pressure bag which applies vertical pressure to the soil sample in the shearing box body when the shearing box body is full; the annular pressurizing system comprises an annular pressure bag which applies annular pressure to the soil sample in the shearing box body during filling; the shearing loading system is used for applying torque to the soil sample in the shearing box body; the dry-wet circulating system is used for injecting water or dry air into the soil sample in the shearing box body;
the measuring system is used for measuring the vertical pressure of the soil sample, the confining pressure of the soil sample, the shear stress on the shear surface of the soil sample, the shear displacement of the soil sample, the volume variable quantity of the vertical pressure bag and the volume variable quantity of the annular pressure bag.
Furthermore, as a specific setting mode of fixedly connecting the top cover with the workbench, two vertical fixing supports are symmetrically arranged on the workbench, a fixing cross beam is arranged between the tops of the two fixing supports, a fixing part is arranged on the fixing cross beam, the shearing box body is arranged between the two fixing supports, and the fixing part is fixedly connected with the top cover.
Further, as a specific implementation mode of the vertical pressurization system, the vertical pressurization system further comprises a hydraulic power source device, the cross section of the vertical pressure bag is of a circular ring structure, an outer ring rigid ring is arranged on the cross section of the vertical pressure bag, the vertical pressure bag is fixedly connected with the lower surface of the top cover through the outer ring rigid ring, a vertical liquid inlet pipe is arranged between the hydraulic power source device and the vertical pressure bag, one end of the vertical liquid inlet pipe is communicated with the hydraulic power source device, and the other end of the vertical liquid inlet pipe penetrates through the top cover to be communicated with the vertical pressure bag.
Further, as a specific implementation mode of the annular pressurizing system, the annular pressurizing system further comprises an annular liquid inlet pipe, one end of the annular liquid inlet pipe is communicated with the hydraulic power source device, and the other end of the annular liquid inlet pipe penetrates through the top cover to be communicated with the annular pressure bag;
the cross section of the annular pressure bag is of a circular ring structure, the inner wall of the annular pressure bag is fixedly connected with the outer wall of the steel casing, and two ends of the annular pressure bag are respectively in contact with the lower end face of the top cover and the upper end face of the bottom cover.
Furthermore, as a specific connection mode of the vertical pressure bag, an inner ring elastic ring is arranged on the inner side wall of the vertical pressure bag, and the inner wall of the vertical pressure bag is in contact with the outer wall of the annular pressure bag through the inner ring elastic ring.
Furthermore, the shearing loading system comprises a rotary power driving device arranged at the bottom of the shearing box body, two torque dowel bars are arranged on the rotary power driving device, one ends of the two torque dowel bars are fixedly connected with the rotary power driving device, and the other ends of the two torque dowel bars are fixedly connected with the lower end face of the bottom cover.
Furthermore, a drainage tube is arranged in the middle of the bottom cover, one end of the drainage tube is communicated with the inside of the steel casing, the other end of the drainage tube is communicated with the outside, a three-way valve is arranged on the drainage tube, and two ports in the three-way valve are respectively communicated with two ends of the drainage tube; a soil sample dry and wet pipeline is arranged in the bottom cover, one end of the soil sample dry and wet pipeline is communicated with the inside of the shearing box body, and the other end of the soil sample dry and wet pipeline is communicated with the inside of the steel casing through the remaining port of the three-way valve;
the dry-wet circulating system comprises a humidifying and air-drying device arranged on the workbench and a water injection and ventilation pipeline communicated with the humidifying and air-drying device, and the water injection and ventilation pipeline penetrates through the top cover to be communicated with the interior of the steel casing; the water injection and ventilation pipeline is provided with a water and ventilation switch.
Furthermore, the measuring system comprises a first flowmeter, a vertical pressure gauge and a vertical pressure transmitter which are arranged on the vertical liquid inlet pipe, a second flowmeter, a circumferential pressure gauge and a circumferential pressure transmitter which are arranged on the circumferential liquid inlet pipe, a humidity sensor arranged on the inner wall of the shearing box body, a signal collector arranged on the workbench and electrically connected with the humidity sensor, and a rotating angle and torque measuring element arranged in the rotary power driving device.
The invention also provides a test method of the bidirectional flexible ring shearing device, which comprises the following steps:
step 1, obtaining a soil sample to be detected, and placing the soil sample to be detected in a shearing box body;
step 4, carrying out an unloading test on the soil sample to be tested, and recording physical parameters of the unloaded soil sample to be tested;
and 9, obtaining the relation between the shear displacement and the shear stress of the soil sample to be tested after consolidation, unloading test or rainfall simulation test according to the physical parameters in the steps 3, 4, 5 and 6.
Specifically, the step 3 further includes:
applying vertical pressure to the soil sample to be tested by adopting the vertical pressure bag until the vertical pressure applied to the soil sample to be tested in the shearing box body is the same as the vertical pressure applied to the soil sample to be tested before foundation pit excavation, stopping the annular pressure bag, and recording the volume v of liquid in the vertical pressure bagh；
The annular pressure bag applies annular pressure to the soil sample to be measured until the soil sample in the shearing box bodyAfter the annular pressure applied to the soil sample to be tested is the same as the annular pressure applied to the soil sample to be tested before foundation pit excavation, the annular pressure bag stops, and the volume v of liquid in the annular pressure bag is recordedr；
Calculating the inner diameter r of the soil sample to be measured after being pressed0LAnd height h after compressionL：
wherein ,h0、r0 r1Respectively the initial height, the inner diameter and the outer diameter of the soil sample to be measured;
the step 4 further comprises the following steps: keeping the circumferential pressure of the soil sample to be detected unchanged, and reducing the hydraulic pressure of the vertical pressure bag until the vertical pressure of the vertical pressure bag on the soil sample to be detected is reduced to a preset pressure;
simulating the unloading action of foundation pit excavation, and recording the liquid discharge volume delta v of the vertical pressure bagh1Fluid displacement volume Δ v of annular pressure bladderr1；
Calculating the inner diameter r of the soil sample to be tested after the soil sample to be tested is subjected to the unloading test0uAnd height hu：
The step 5 further comprises: opening a three-way valve, enabling water to flow through the steel casing soil and the soil sample dry and wet pipeline to enter the shearing box body, adjusting the water content of the soil sample to be detected to be a preset water content, and keeping the pressure of the annular pressure bag and the vertical pressure bag equal to a preset pressure in the process;
recording the humidity value of the soil sample to be measured at each preset time until the humidity value is unchanged, and recording the liquid discharge volume delta v of the vertical pressure bagh2Fluid displacement volume Δ v of annular pressure bladderr2；
Calculating the inner diameter r of the soil sample to be measured after water seepage0wAnd height hw：
The step 6 further comprises: keeping the water content of the soil sample to be measured unchanged, keeping the volumes of the vertical pressure bag and the annular pressure bag unchanged, rotating the power driving device and applying annular shearing force to the soil sample to be measured through the torque dowel bar until the soil sample to be measured is damaged and keeping the torque values measured by the rotating power driving device and the measuring device unchanged, and recording the rotating angle theta and the torque T;
the step 7 further comprises: calculating the annular deformation epsilon of the soil sample caused by unloading according to the variable quantity of the soil sample to be measured in the step 3 and the step 4ruVertical deformation epsilonhuVolume deformation epsilonvu：
The step 8 further comprises: calculating the circumferential deformation epsilon to be measured after the water content is increased according to the variable quantity of the soil sample size to be measured in the step 3 and the step 6rwVertical deformation epsilonhwAnd volume deformation epsilonvw：
According to circumferential deformation epsilonrwVertical deformation epsilonhwAnd volume deformation epsilonvwEvaluating the deformation condition of the foundation pit when rainwater infiltrates into the foundation pit after the foundation pit is excavated;
the step 9 further comprises: calculating the shear displacement s and the shear stress tau of the soil sample according to the variable quantity of the soil sample to be measured in any one of the steps 3-5 and the rotation angle theta and the torque T in the step 6:
wherein ,r0fIs the value of the inner diameter of the soil sample before the shearing of the ring shear begins, r0fCan be r according to different tests0、r0u、r0wAny one of the above; and drawing a relation curve between the shearing stress tau and the shearing displacement s for evaluating the slippage deformation of the foundation pit.
The invention has the beneficial effects that: 1. be provided with vertical pressurization system and hoop pressurization system in this scheme, realize the loading and the uninstallation route to the vertical and hoop pressure of soil sample, can realize the change of water content in the soil sample, and shear deformation is unrestricted, consequently can realize the stress route of complicacy and the demand of wet process futilely in order to satisfy actual engineering.
2. The dry-wet circulating system is arranged in the scheme, so that the change of physical and mechanical parameters of the soil sample can be simulated after rainfall permeates into the soil sample to be tested, and further the large shearing deformation damage rule of the soil body under the action of complex stress path conditions and multiple dry-wet processes can be researched, and the test support is provided for further theoretical research.
3. The outside of the annular pressure bag is in contact with the soil sample, only annular deformation can occur in the test, and annular pressure is applied to the inner side of the soil sample. Vertical pressure bag lower part and soil sample contact, applys vertical pressure to soil sample top in the experiment, and its inner ring takes place correspondingly to warping along with the deformation of hoop pressure bag, can adjust area of contact along with the deformation of soil sample, has guaranteed that two directions pressure are applyed the in-process and do not take place the interact. Vertical pressure bag and hoop pressure bag take place corresponding deformation under the effect of internal pressure and the condition that outside soil sample warp, and this kind of flexible loading mode has guaranteed to act on soil sample compressive stress and has better homogeneity.
4. Vertical pressurization system, hoop pressurization system and dry-wet circulation system in this scheme are independent each other, and at the shearing in-process, a steel protects a section of thick bamboo, hoop pressure bag, goes up shearing box and vertical pressure bag and does not take place the rotation, has guaranteed that the hoop is cut the operation that the process does not influence hoop, vertical pressurization and dry-wet circulation control on the workstation.
Drawings
Fig. 1 is a schematic structural diagram of a bidirectional flexible loading and unloading ring shear device.
Fig. 2 is a schematic structural view of the bottom cover.
Fig. 3 is a schematic diagram of a circumferential pressure bladder.
Fig. 4 is a schematic diagram of the connection among the circumferential pressure bag vertical pressure bag, the steel casing and the bottom cover.
Wherein, 1, soil sample; 2. a lower shear box; 3. a humidity sensor; 4. an upper shearing box; 5. a circumferential pressure bladder; 6. a vertical pressure bladder; 7. a vertical liquid inlet pipe; 8. a circular liquid inlet pipe; 9. shearing the box body; 10. a steel casing; 11. a water injection vent pipe; 12. a fixing member; 13. a top cover; 14. a bottom cover; 15. a drainage tube; 16. a soil sample dry and wet pipeline; 17. a three-way valve; 18. a signal collector; 19. a foot rest; 20. a working platform; 21. a hydraulic power source device; 22. a circular pressure gauge; 23. a vertical pressure gauge; 24. a toroidal pressure transmitter; 25. a vertical pressure transmitter; 26. fixing the cross beam; 27. fixing a bracket; 28. a water and air switch; 29. a humidifying and air-drying device; 30. a torque dowel bar; 31. a rotary power drive device; 32. an outer ring rigid ring; 33. an inner ring elastic ring.
Detailed Description
The following description of the embodiments of the present invention is provided to facilitate the understanding of the present invention by those skilled in the art, but it should be understood that the present invention is not limited to the scope of the embodiments, and it will be apparent to those skilled in the art that various changes may be made without departing from the spirit and scope of the invention as defined and defined in the appended claims, and all matters produced by the invention using the inventive concept are protected.
As shown in fig. 1 to 4, the present invention provides a bidirectional flexible loading and unloading ring shear device, which comprises a working platform 20, a vertical pressurization system, a ring pressurization system, a shear loading system, a dry-wet circulation system and a measurement system;
an upper shearing box 4 with an opening at the top and a lower shearing box 2 with an opening at the bottom are arranged on the working platform 20, a detachable top cover 13 is arranged at the top of the upper shearing box 4, and a detachable bottom cover 14 is arranged on the lower shearing box 2; a steel casing 10 is arranged in the upper shearing box 4, the top of the steel casing 10 is fixedly connected with a top cover 13, and the bottom of the steel casing 10 is rotatably and hermetically connected with a bottom cover 14; the upper cutting box 4, the lower cutting box 2, the top cover 13, the bottom cover 14 and the steel casing 10 enclose a cutting box body 9 for accommodating the soil sample 1 to be measured. The upper shearing box 4 and the lower shearing box 2 are arranged, so that the installation and the disassembly are convenient, the soil sample 1 can be conveniently put into and taken out of the shearing box body 9, and after a torque is applied to the soil sample 1 by the shearing loading system, the soil sample 1 generates a shearing slip surface between the upper shearing box 4 and the lower shearing box 2.
As a specific arrangement mode for fixedly connecting the top cover 13 with the workbench, two vertical fixing supports 27 are symmetrically arranged on the workbench, a fixing cross beam 26 is arranged between the tops of the two fixing supports 27, a fixing piece 12 is arranged on the fixing cross beam 26, the shearing box body 9 is arranged between the two fixing supports 27, and the fixing piece 12 is fixedly connected with the top cover 13. The stable operation of the whole bidirectional flexible loading and unloading ring shear device in the test process is ensured.
In order to facilitate the fixed installation of the working platform 20, a foot rest 19 is provided on the bottom surface of the working platform 20.
The vertical pressurizing system comprises a vertical pressure bag 6 which applies vertical pressure to the soil sample 1 in the shearing box body 9 when the vertical pressurizing system is full; as a specific implementation mode of the vertical pressurization system, the vertical pressurization system further comprises a hydraulic power source device 21, the cross section of the vertical pressure bag 6 is of a circular ring structure, an outer ring rigid ring 32 is arranged on the cross section, the vertical pressure bag 6 is fixedly connected with the lower surface of the top cover 13 through the outer ring rigid ring 32, a vertical liquid inlet pipe 7 is arranged between the hydraulic power source device 21 and the vertical pressure bag 6, one end of the vertical liquid inlet pipe 7 is communicated with the hydraulic power source device 21, and the other end of the vertical liquid inlet pipe passes through the top cover 13 and is communicated with the vertical pressure bag 6. The hydraulic power source device 21 fills liquid into the vertical pressure bag 6 through the vertical liquid inlet pipe 7, and the vertical pressure bag 6 after filling liquid exerts vertical pressure on the soil sample 1.
The annular pressurizing system comprises an annular pressure bag 5 which applies annular pressure to the soil sample 1 in the shearing box body 9 during filling; as a specific implementation manner of the annular pressurizing system, the annular pressurizing system further comprises an annular liquid inlet pipe 8, one end of the annular liquid inlet pipe 8 is communicated with the hydraulic power source device 21, and the other end of the annular liquid inlet pipe passes through the top cover 13 and is communicated with the annular pressure bag 5; the cross section of the annular pressure bag 5 is of a circular ring structure, the inner wall of the annular pressure bag 5 is fixedly connected with the outer wall of the steel casing 10, and two ends of the annular pressure bag 5 are respectively contacted with the lower end face of the top cover 13 and the upper end face of the bottom cover 14. The hydraulic power source device 21 charges liquid to the annular pressure bag 5 through the annular liquid inlet pipe 8, and the annular pressure bag 5 applies annular pressure to the soil sample 1 after liquid charging.
Preferably, but not limitatively, as a specific connection mode of the vertical pressure bag 6, as shown in fig. 1 and 4, an inner ring elastic ring 33 is arranged on the inner side wall of the vertical pressure bag 6, and the inner wall of the vertical pressure bag 6 is in contact with the outer wall of the annular pressure bag 5 through the inner ring elastic ring 33. The outside of the annular pressure bag 5 is in contact with the soil sample 1, only annular deformation can occur in the test, and annular pressure is applied to the inner side of the soil sample 1. Vertical pressure bag 6 lower part and the contact of soil sample 1, exert vertical pressure to soil sample 1 top in experimental, its inner ring takes place correspondingly to warping along with the deformation of hoop pressure bag 5, can adjust area of contact along with the deformation of soil sample 1, has guaranteed that two direction pressure are exerted the in-process and do not take place the interact. The vertical pressure bag 6 and the annular pressure bag 5 deform correspondingly under the action of internal pressure and under the condition that the external soil sample 1 deforms, and the flexible loading mode ensures that the pressure stress acting on the soil sample 1 has better uniformity.
The shearing loading system is used for applying torque to the soil sample 1 in the shearing box body 9; the shearing loading system comprises a rotary power driving device 31 arranged at the bottom of the shearing box body 9, two torque dowel bars 30 are arranged on the rotary power driving device 31, one end of each torque dowel bar 30 is fixedly connected with the rotary power driving device 31, and the other end of each torque dowel bar is fixedly connected with the lower end face of the bottom cover 14. A ring shear test was performed by applying torque to the bottom cap 14 via torque transfer. In the ring shearing process, the bottom cover 14 and the lower shearing box 2 rotate, shearing stress is applied to soil in the lower shearing box 2, and a shearing slip crack surface is generated between the upper shearing box 2 and the lower shearing box 2 by the soil sample 1. In the ring shearing process, the steel protective cylinder 10, the ring pressure bag 5, the upper shearing box 4 and the vertical pressure bag 6 do not rotate, so that the ring shearing process does not influence the operation of ring, vertical pressurization and dry-wet cycle control on the workbench. Be provided with vertical pressurization system and hoop pressurization system in this scheme, realize the loading and the uninstallation route to the vertical and hoop pressure of soil sample 1, can realize the change of water content in the soil sample 1, and shear deformation is unrestricted, consequently can realize complicated stress path and dry wet process in order to satisfy the demand of actual engineering.
As shown in fig. 1 and 2, the dry-wet circulation system is used for injecting water or dry air into the soil sample 1 in the shear box body 9; preferably but not limitatively, a drainage tube 15 is arranged in the middle of the bottom cover 14, one end of the drainage tube 15 is communicated with the inside of the steel casing 10, the other end is communicated with the outside, a three-way valve 17 is arranged on the drainage tube 15, and two ports of the three-way valve 17 are respectively communicated with two ends of the drainage tube 15; a soil sample dry and wet pipeline 16 is arranged in the bottom cover 14, one end of the soil sample dry and wet pipeline 16 is communicated with the inside of the shearing box body 9, and the other end of the soil sample dry and wet pipeline is communicated with the inside of the steel casing 10 through the remaining port of the three-way valve 17; the dry-wet circulating system comprises a humidifying and air-drying device 29 arranged on the workbench and a water injection and air ventilation pipeline 11 communicated with the humidifying and air-drying device 29, and the water injection and air ventilation pipeline 11 penetrates through the top cover 13 to be communicated with the interior of the steel casing 10; the water injection and ventilation pipeline 11 is provided with a water and ventilation switch 28. The three-way valve 17 has two gears, when the three-way valve 17 is at the first gear, the drainage tube 15 is communicated with the soil sample dry and wet pipeline 16, so that water or dry air sequentially flows through the inside of the steel casing 10, the drainage tube 15, the three-way valve 17 and the soil sample dry and wet pipeline 16 from the water injection and ventilation pipeline 11 and enters the soil sample 1 in the shearing box body 9; when the three-way valve 17 is in the first gear, water or air in the soil sample 1 sequentially flows through the drainage tube 15 and the three-way valve 17 from the soil sample dry-wet pipeline 16 and is discharged outside, and the migration path of the injected water or dry air is controlled by controlling the gear of the three-way valve 17; the dry-wet circulating system does not need to arrange a pipeline on the inner surface of the bottom cover 14, and the shearing deformation of the soil sample 1 restrained by an external pipeline is avoided in the annular shearing process of the soil sample 1.
The dry-wet circulation system can simulate the change of physical and mechanical parameters of the soil sample 1 after rainfall permeates into the soil sample 1 to be tested, and further can be used for researching the large shearing deformation damage rule of the soil body under the action of complex stress path conditions and multiple dry-wet processes, and provides test support for further theoretical research
The measuring system is used for measuring the vertical pressure of the soil sample 1, the confining pressure of the soil sample 1, the shear stress on the shear surface of the soil sample 1, the shear displacement of the soil sample 1, the volume variation of the vertical pressure bag 6 and the volume variation of the annular pressure bag 5. Preferably, the measuring system comprises a first flowmeter arranged on the vertical liquid inlet pipe 7, a vertical pressure gauge 23, a vertical pressure transmitter 25, a second flowmeter arranged on the annular liquid inlet pipe 8, an annular pressure gauge 22, an annular pressure transmitter 24, a humidity sensor 3 arranged on the inner wall of the shearing box body 9, a signal collector 18 arranged on the workbench and electrically connected with the humidity sensor 3, and a rotation angle and torque measuring element arranged in the rotary power driving device 31.
The first flow meter can measure the volume change amount of the vertical pressure bag 6, and the second flow meter can measure the volume change amount of the circumferential pressure bag 5, and the first flow meter and the second flow meter are not shown in the drawing.
The vertical pressure gauge 23 and the annular pressure gauge 22 can measure the vertical pressure and the annular pressure of the soil sample 1; the vertical pressure transmitter 25 and the annular pressure transmitter 24 are used for adjusting the hydraulic pressure transmitted to the two pressure bags by the hydraulic power source device 21; the rotation angle and torque measuring elements are not marked in the drawing and are used for measuring the torque and the shearing displacement of the soil sample 1. Vertical pressurization system, hoop pressurization system and wet circulation system mutually independent in this scheme, at the shearing in-process, a steel protects a section of thick bamboo 10, hoop pressure bag 5, goes up shear box 4 and vertical pressure bag 6 and does not take place to rotate, has guaranteed that the ring is cut the operation that the process does not influence hoop, vertical pressurization and wet circulation control futilely on the workstation.
The invention also provides a test method of the bidirectional flexible loading and unloading ring shearing device, wherein a test object is undisturbed expansive soil on a certain foundation pit engineering site, the initial water content of the undisturbed expansive soil is 25 percent, the initial pore ratio is 0.85, the vertical stress of a soil unit on the inner side of the side wall of the foundation pit before the foundation pit is excavated is 100kPa, the horizontal stress is 50kPa, the horizontal stress of the soil unit is reduced from 50kPa to 25kPa due to the excavation of the foundation pit, and the vertical stress is still 100 kPa. The vertical stress of the soil units at the lower part of the foundation pit is 200kPa, the horizontal stress is 100kPa, the vertical stress is reduced to 150kPa from 200kPa after excavation, and the horizontal stress is still 100 kPa. Rainfall occurs after the foundation pit is excavated, and the water content of the expansive soil in the foundation pit engineering field is increased from 25% to 35%. The following steps can be adopted to carry out the test for researching the expansion deformation and the strength change of the expansive soil sample 1 at different positions of the foundation pit caused by the increase of water content due to rainfall after the foundation pit is excavated and unloaded;
step 1, obtaining a soil sample 1 to be detected, and placing the soil sample 1 to be detected in a shearing box body 9; specifically, mixing the dried expansive soil sample 1 with water according to the mass ratio of 1:0.25, compacting in a container until the porosity ratio reaches 0.85, and shearing (such as cutting with a cutting ring) to obtain the hollow cylindrical expansive soil sample 1, wherein the height of the hollow cylindrical expansive soil sample 1 is h0Inner diameter of r0Outer diameter of r1The total weight of the soil sample 1 to be detected is W, and the weight ratio of dry soil to water of the soil sample 1 to be detected is 1: 0.25;
installing and fixing the hollow cylindrical expansive soil sample 1 into the shearing box body 9, fixing the shearing box body 9 to the working platform 20, and connecting corresponding equipment pipelines according to the figure 1 without connecting the water injection and ventilation pipeline 11 with the humidifying and air-drying device 29;
specifically, a hydraulic power source device 21 applies vertical pressure and annular pressure of the same magnitude to the hollow cylindrical expansive soil sample 1 through an annular pressure bag 5 and a vertical pressure bag 6, and for an experiment for researching a foundation pit side wall soil unit, the vertical pressure and the annular pressure are loaded to 50 kPa; for the experiment of researching the foundation pit bottom soil unit, the vertical and circumferential pressures are loaded to 100 kPa; opening the three-way valve 17 to a first gear during loading, discharging gas in the hollow cylindrical expansive soil sample 1, connecting the water injection and ventilation pipeline 11 with the atmosphere, wherein the seepage coefficient of expansive soil is low and the loading time in the step is short, the seepage of water in the hollow cylindrical expansive soil sample 1 can be ignored, and the pore ratio of the soil body can still be approximate to 0.85 under the condition that the change of the pore volume of the soil body can be ignored;
for a foundation pit bottom soil unit, the vertical stress at the upper part is reduced in the foundation pit excavation process, so that the vertical pressure on the soil sample 1 is increased from 100kPa to 200kPa by increasing the pressure of the vertical pressure bag 6 in order to facilitate the subsequent simulation of foundation pit excavation unloading in a mode of unloading the vertical pressure bag 6, and meanwhile, the hydraulic pressure of the annular pressure bag 5 is kept unchanged; keeping the water-through vent valve at a gear during loading;
outer diameter r of hollow cylindrical expansive soil sample 11The inner diameter r of the compressed hollow cylindrical expansive soil sample 1 is calculated without changing0LAnd height h after compressionLThe calculation formula is as follows:
step 4, carrying out unloading test on the hollow cylindrical expansive soil sample 1; recording physical parameters of the unloading hollow cylindrical expansive soil sample 1;
specifically, in a test for researching a foundation pit side wall soil unit, the vertical pressure is reduced from 50kPa to 25kPa, and meanwhile, the annular pressure is kept unchanged; for the test of researching the soil unit at the bottom of the foundation pit, the vertical pressure is reduced from 200kPa to 150kPa, and meanwhile, the annular pressure is kept unchanged;
the liquid discharge volume of the vertical pressure bladder 6 is recorded as Δ vh1The discharge volume of the annular pressure bladder 5 is Deltavr1；
Outer diameter r of hollow cylindrical expansive soil sample 11The inner diameter r of the hollow cylindrical expansive soil sample 1 in the unloading test is calculated without changing0uAnd height huThe calculation formula is as follows:
opening the three-way valve 17, leading water flow through the steel casing 10 soil and sample dry-wet pipeline into the shearing box body 9, adding water into the hollow cylindrical expansive soil sample 11, increasing the water content of the hollow cylindrical expansive soil sample 1 from 25% to 35%, and adding the weight of the water for obtaining the hollow cylindrical expansive soil sample 1 into the shearing box body
In the process, the pressure of the annular pressure bag 5 and the pressure of the vertical pressure bag 6 are kept unchanged and are both preset pressures;
then recording the humidity value of the hollow cylindrical expansive soil sample 1 every 1 hour until the humidity value is kept unchanged, and measuring the liquid discharge volume delta v of the vertical pressure bag 6h2The discharge volume of the annular pressure bladder 5 is Deltavr2；
Measuring the outer diameter r of the hollow cylindrical expansive soil sample 11The inner diameter r of the hollow cylindrical expansive soil sample 1 is calculated without changing0wAnd height hwThe calculation formulas are respectively as follows:
the calculation formula is as follows:
wherein ,r0fIs the value of the inner diameter of the soil sample before the shearing of the ring shear begins, r0fIs r0w(ii) a And drawing a relation curve between the shearing stress tau and the shearing displacement s for evaluating the slippage deformation of the foundation pit.
Claims (10)
1. A bidirectional flexible loading and unloading ring shear device is characterized by comprising a working platform, a vertical pressurizing system, a ring pressurizing system, a shear loading system, a dry-wet circulating system and a measuring system;
an upper shearing box with an opening at the top and a lower shearing box with an opening at the bottom are arranged on the working platform, a detachable top cover is arranged at the top of the upper shearing box, and a detachable bottom cover is arranged on the lower shearing box; a steel casing is arranged inside the upper shearing box, the top of the steel casing is fixedly connected with the top cover, and the bottom of the steel casing is rotatably and hermetically connected with the bottom cover; the upper shearing box, the lower shearing box, the top cover, the bottom cover and the steel casing are enclosed to form a shearing box body for accommodating the soil sample to be measured;
the vertical pressurizing system comprises a vertical pressure bag which applies vertical pressure to the soil sample in the shearing box body when the shearing box body is full; the annular pressurizing system comprises an annular pressure bag which applies annular pressure to the soil sample in the shearing box body during filling; the shearing loading system is used for applying torque to the soil sample in the shearing box body; and the dry-wet circulating system is used for injecting water or dry air into the soil sample in the shearing box body.
2. The bidirectional flexible loading and unloading ring shear device according to claim 1, wherein two vertical fixing supports are symmetrically arranged on the workbench, a fixing cross beam is arranged between the tops of the two fixing supports, a fixing piece is arranged on the fixing cross beam, the shearing box body is arranged between the two fixing supports, and the fixing piece is fixedly connected with the top cover.
3. The bidirectional flexible loading and unloading ring shear device according to claim 2, wherein the vertical pressurization system further comprises a hydraulic power source device, the cross section of the vertical pressure bag is in a circular ring structure, an outer ring rigid ring is arranged on the vertical pressure bag, the vertical pressure bag is fixedly connected with the lower surface of the top cover through the outer ring rigid ring, a vertical liquid inlet pipe is arranged between the hydraulic power source device and the vertical pressure bag, one end of the vertical liquid inlet pipe is communicated with the hydraulic power source device, and the other end of the vertical liquid inlet pipe penetrates through the top cover to be communicated with the vertical pressure bag.
4. The bidirectional flexible loading and unloading ring shear device according to claim 3, wherein the annular pressurizing system further comprises an annular liquid inlet pipe, one end of the annular liquid inlet pipe is communicated with the hydraulic power source device, and the other end of the annular liquid inlet pipe penetrates through the top cover to be communicated with the annular pressure bag;
the cross section of the annular pressure bag is of a circular ring structure, the inner wall of the annular pressure bag is fixedly connected with the outer wall of the steel casing, and two ends of the annular pressure bag are respectively in contact with the lower end face of the top cover and the upper end face of the bottom cover.
5. The bidirectional flexible loading and unloading ring shear device according to claim 4, wherein an inner ring elastic ring is arranged on the inner side wall of the vertical pressure bag, and the inner wall of the vertical pressure bag is in contact with the outer wall of the annular pressure bag through the inner ring elastic ring.
6. The apparatus of claim 4, wherein the shear loading system comprises a rotary power driving device disposed at the bottom of the shear box, and the rotary power driving device is provided with two torque transmission rods, one end of each torque transmission rod is fixedly connected to the rotary power driving device, and the other end of each torque transmission rod is fixedly connected to the lower end surface of the bottom cover.
7. The bidirectional flexible loading and unloading ring shear device as claimed in claim 1, wherein a drainage tube is arranged in the middle of the bottom cover, one end of the drainage tube is communicated with the inside of the steel casing, the other end of the drainage tube is communicated with the outside, a three-way valve is arranged on the drainage tube, and two ports of the three-way valve are respectively communicated with two ends of the drainage tube; a soil sample dry and wet pipeline is arranged inside the bottom cover, one end of the soil sample dry and wet pipeline is communicated with the inside of the shearing box body, and the other end of the soil sample dry and wet pipeline is communicated with the inside of the steel casing through the remaining port of the three-way valve;
the dry-wet circulating system comprises a humidifying and air-drying device arranged on the workbench and a water injection and air-vent pipeline communicated with the humidifying and air-drying device, and the water injection and air-vent pipeline penetrates through the top cover to be communicated with the interior of the steel casing; the water injection and ventilation pipeline is provided with a water and ventilation switch.
8. The bidirectional flexible loading and unloading ring shear device according to claim 6, wherein the measuring system comprises a first flowmeter, a vertical pressure gauge and a vertical pressure transmitter which are arranged on the vertical liquid inlet pipe, a second flowmeter, a ring pressure gauge and a ring pressure transmitter which are arranged on the ring liquid inlet pipe, a humidity sensor which is arranged on the inner wall of the shearing box body, a signal collector which is arranged on the workbench and is used for being electrically connected with the humidity sensor, and a rotating angle and torque measuring element which is arranged in the rotary power driving device.
9. A test method of the bidirectional flexible loading and unloading ring shear device according to any one of claims 1 to 8, characterized by comprising the following steps:
step 1, obtaining a soil sample to be detected, and placing the soil sample to be detected in a shearing box body;
step 2, solidifying the soil sample to be detected, and entering step 3;
step 3, simulating the compression state of the soil sample to be tested before foundation pit excavation, recording the physical parameters of the soil sample to be tested after compression, and then entering any one of the steps 4-6;
step 4, carrying out an unloading test on the soil sample to be tested, and recording physical parameters of the unloaded soil sample to be tested;
step 5, simulating a rainfall test by adopting the soil sample to be tested, and recording physical parameters of the soil sample to be tested after water seepage;
step 6, carrying out a ring shear test on the soil sample to be tested, and recording physical parameters of the soil sample to be tested after the ring shear test;
step 7, obtaining the deformation of the soil sample to be detected caused by unloading according to the physical parameters in the step 3 and the step 4;
step 8, obtaining the deformation of the soil sample to be detected caused by the increase of the water content according to the physical parameters in the step 3 and the step 5;
and 9, obtaining the relation between the shear displacement and the shear stress of the soil sample to be tested after consolidation, unloading test or rainfall simulation test according to the physical parameters in the steps 3, 4, 5 and 6.
10. The assay of claim 9, wherein step 3 further comprises: applying vertical pressure to the soil sample to be tested by adopting the vertical pressure bag until the vertical pressure applied to the soil sample to be tested in the shearing box body is the same as the vertical pressure applied to the soil sample to be tested before foundation pit excavation, stopping the annular pressure bag, and recording the volume v of liquid in the vertical pressure bagh；
The annular pressure bag applies annular pressure to the soil sample to be measured until the annular pressure applied to the soil sample to be measured in the shearing box body is the same as the annular pressure applied to the soil sample to be measured before excavation of the foundation pit, the annular pressure bag stops, and the volume v of liquid in the annular pressure bag is recordedr；
Calculating the inner diameter r of the soil sample to be measured after being pressed0LAnd height h after compressionL：
wherein ,h0、r0 r1Respectively the initial height, the inner diameter and the outer diameter of the soil sample to be measured;
the step 4 further comprises the following steps: keeping the circumferential pressure of the soil sample to be detected unchanged, and reducing the hydraulic pressure of the vertical pressure bag until the vertical pressure of the vertical pressure bag on the soil sample to be detected is reduced to a preset pressure;
simulating the unloading action of foundation pit excavation, and recording the liquid discharge volume delta v of the vertical pressure bagh1Fluid displacement volume Δ v of annular pressure bladderr1；
Calculating the inner diameter r of the soil sample to be tested after the soil sample to be tested is subjected to the unloading test0uAnd height hu：
The step 5 further comprises: opening a three-way valve, enabling water to flow through the steel casing soil and the soil sample dry and wet pipeline to enter the shearing box body, adjusting the water content of the soil sample to be detected to be a preset water content, and keeping the pressure of the annular pressure bag and the vertical pressure bag equal to a preset pressure in the process;
recording the humidity value of the soil sample to be measured at each preset time until the humidity value is unchanged, and recording the liquid discharge volume delta v of the vertical pressure bagh2Fluid displacement volume Δ v of annular pressure bladderr2；
Calculating the inner diameter r of the soil sample to be measured after water seepage0wAnd height hw：
The step 6 further comprises: keeping the water content of the soil sample to be measured unchanged, keeping the volumes of the vertical pressure bag and the annular pressure bag unchanged, rotating the power driving device and applying annular shearing force to the soil sample to be measured through the torque dowel bar until the soil sample to be measured is damaged and keeping the torque values measured by the rotating power driving device and the measuring device unchanged, and recording the rotating angle theta and the torque T;
the step 7 further comprises: calculating the annular deformation epsilon of the soil sample caused by unloading according to the variable quantity of the soil sample to be measured in the step 3 and the step 4ruVertical deformation epsilonhuVolume deformation epsilonvu：
The step 8 further comprises: calculating the circumferential deformation epsilon to be measured after the water content is increased according to the variable quantity of the soil sample size to be measured in the step 3 and the step 6rwVertical deformation epsilonhwAnd volume deformation epsilonvw：
According to circumferential deformation epsilonrwVertical deformation epsilonhwAnd volume deformation epsilonvwEvaluating the deformation condition of the foundation pit when rainwater infiltrates into the foundation pit after the foundation pit is excavated;
the step 9 further comprises: calculating the average shear displacement s and the average shear stress tau of the soil sample according to the variable quantity of the soil sample to be measured in the step 3 to the step 5 and the rotation angle theta and the torque T in the step 6:
wherein ,r0fThe value of the inner diameter of the soil sample before the shearing of the ring shear is started; and drawing a relation curve between the shearing stress tau and the shearing displacement s for evaluating the slippage deformation of the foundation pit.
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| CN116735378A (en) * | 2023-05-29 | 2023-09-12 | 广州建筑股份有限公司 | Device and method for testing along-drilling follow pipe pile side grouting shear model |
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