CN117288921A - Rock pile slope freezing and thawing deformation damage physical simulation test device and method - Google Patents
Rock pile slope freezing and thawing deformation damage physical simulation test device and method Download PDFInfo
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- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
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Abstract
The invention provides a physical simulation test device and a physical simulation test method for deformation damage of a rock pile slope by freeze thawing action, wherein the device comprises a simulation box, a measuring component buried in the simulation box, a lifting device for lifting one end of the simulation box and a cold and hot component for freezing and thawing, wherein a rock pile sample for testing is arranged in the simulation box, and the measuring component is arranged in the rock pile sample and is used for measuring displacement change and other data of the rock pile sample during freezing and thawing; and water is injected into the rock pile sample when the test is started, then the cold and hot assembly is started to freeze the rock pile sample, meanwhile, the measurement assembly is used for measuring data such as displacement of the rock pile sample change when the rock pile sample is frozen, then the rock pile sample is melted through the cold and hot assembly, the data such as displacement of the rock pile sample change after the melting is measured again, and the displacement change of the rock pile sample under the freezing-melting cycle can be measured by repeating the steps. The device has simple structure and easy method, and can effectively and intuitively measure the rock mass destruction mechanism under the freeze thawing cycle.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering and geological engineering, in particular to a device and a method for physical simulation test of deformation damage of slope freeze thawing action of a rock mass in a cold region.
Background
The cold region rock pile refers to a row of scattered materials distributed in the alpine region, grows in slopes and valley areas, mainly uses stone blocks and broken stones, is free from or less filled with fine particles, has loose structure, and is a special type of bad engineering geological rock group. The existing research shows that the whole or part of the slope rock mass in the cold region has a tendency of deforming movement in the downhill direction, and the slope rock mass is a very interesting problem. The rock piles in the Liaodong and Huanren areas of China have signs of deformation activities, mainly show peristaltic deformation properties, and even if the rock piles slowly move, huge potential energy of the rock piles can cause huge threats to engineering such as roadbeds, bridges and the like. Because the engineering characteristics and deformation damage mechanism of the pile slope are different from those of the soil slope and the rock slope, the pile slope deformation damage mechanism is urgently needed to be studied in depth, the pile slope deformation rule is analyzed to obtain the damage mode and damage mechanism of the pile slope, the main factors affecting the pile slope damage are ascertained, and the method has important theoretical significance and engineering practical value for effectively predicting and forecasting the pile slope and preventing and reducing the disaster.
At present, the rock mass simulation test device is mainly used for researching the stability of a rock mass slope, and mainly used for predicting whether the rock mass slope can slide or not in time when the rock mass slope is used or constructed on the slope so as to avoid loss; the method has less researches on deformation activity mechanisms of the rock piles with different freezing and thawing speeds and slope angles under the seasonal temperature change condition, and particularly aims at the rock pile slope with the anti-grain sequence phenomenon.
Therefore, a device and a method for physical simulation test of deformation damage of a slope of a rock pile under the action of freeze thawing driving force are urgently needed to reveal trends and rules of movement and rotation deformation of rock pile block particles and deformation conditions in the rock pile, and scientific basis is provided for development and utilization of a slope area of the rock pile, engineering treatment, disaster prevention and reduction.
Disclosure of Invention
In view of the above, the embodiment of the invention provides a device and a method for a physical simulation test of deformation damage of a rock mass slope by freeze thawing.
The embodiment of the invention provides a rock mass slope freeze thawing deformation damage physical simulation test device, which comprises:
the simulation box is characterized in that an inner cavity of the simulation box is provided with two impermeable rubber diaphragms to form a left chamber body, a middle chamber body and a right chamber body, rock pile samples are filled in the three chamber bodies, and an initial frozen layer and an initial movable layer are sequentially formed at the lower part of the rock pile samples in the middle chamber body from bottom to top;
the measuring assembly comprises a plurality of temperature sensors, at least four strain gauges, at least six distributed optical fibers, at least three displacement meters and at least three flexible inclinometers, wherein each temperature sensor is positioned in a middle chamber body and is buried in a corresponding rock pile sample from top to bottom in sequence, at least two distributed optical fibers, at least one displacement meter and at least one flexible inclinometer are arranged in each chamber body, each distributed optical fiber in each chamber body is buried in the corresponding rock pile sample in a crisscross manner, each displacement meter is connected with the analog box, the probe end faces towards the soil surface of the corresponding rock pile sample, each flexible inclinometer is buried in the corresponding rock pile sample vertically, and each strain gauge is uniformly and symmetrically distributed on two surfaces of the anti-seepage rubber diaphragm;
the lifting device is connected with one end of the simulation box to play a role in lifting;
and the cold and hot assembly comprises a refrigerating piece and a heating piece, wherein the hot and cold piece is buried at the bottom of the chamber body in the middle, and the heating piece is arranged above the simulation box.
Further, the simulation box is a non-cover box body, the side wall of the simulation box is made of organic glass, the bottom surface of the simulation box is made of steel plates, and a coordinate grid and a scale are arranged on the outer surface of one side wall of the simulation box.
Further, the bottom filling of each chamber body is provided with a simulated bedrock, and the pile sample filling of each chamber body is provided on the corresponding simulated bedrock.
Further, a water inlet pipe is arranged above the middle chamber body, and a water outlet pipe is communicated with the bottom.
Further, at least four upright posts are buried in the rock pile sample in each chamber body, and two ends of each distributed optical fiber in each chamber body are sleeved on the two corresponding upright posts.
Further, each rock pile sample in the left, middle and right three chambers forms a slope from low to high, and the lifting device is connected with one end of the chamber close to the right side of the simulation box.
Further, each displacement meter is connected with the simulation box through a transfer frame.
Further, the measuring assembly further comprises a camera and a data acquisition display, wherein the camera is erected in front of the analog box through a tripod, and the data acquisition display is electrically connected with each displacement meter, each flexible inclinometer, each strain gauge and each distributed optical fiber respectively.
The embodiment of the invention provides a rock mass slope freeze-thawing deformation damage physical simulation test device, which also comprises a test method, wherein the test method comprises the following steps of:
s1, determining grain composition of a simulation test: determining the particle size ratio of the simulation test through field geological measurement and investigation;
s2, setting a diaphragm: arranging two impermeable rubber diaphragms in the simulation box to form a left chamber body, a middle chamber body and a right chamber body, and then respectively adhering at least one strain gauge on two sides of each impermeable rubber diaphragm;
s3, simulating bedrock: paving concrete and bricks at the bottom of each chamber body to form the simulated bedrock;
s4, filling the rock mass sample: preparing the rock pile sample according to the particle size proportion in the step S1, synchronously filling the rock pile sample into the three chambers, synchronously burying each temperature sensor, each flexible inclinometer and each distributed optical fiber during filling, and finally tamping the rock pile sample to set porosity;
s5, setting each displacement meter and each camera;
s6, eliminating initial slope displacement: after filling, slowly lifting one end of the simulation box through the lifting device, and then leveling and repeating for a plurality of times to eliminate deformation caused by self gravity due to gradient change;
s7, forming the initial frozen layer: injecting water into the middle chamber body and freezing to form the initial frozen layer, wherein the thickness of the initial frozen layer is h;
s8, forming the initial active layer: slowly injecting water into the middle chamber body, increasing the freezing thickness delta h on the basis of the initial frozen layer, then lifting one end of the simulation box to an inclination angle alpha, then irradiating the surface of the rock pile sample through the heating piece to gradually melt the inner frozen part from outside to inside, stopping irradiating when the melting thickness approaches delta h to form the initial active layer with the thickness delta h on the initial frozen layer, and simultaneously recording related data of each temperature sensor, each strain gauge, each distributed optical fiber, each displacement meter and each flexible inclinometer in the initial active layer forming process;
s9, slope migration representation: in the process of forming the initial active layer, freezing and thawing are carried out before and after the initial active layer, any particle in the initial active layer generates s1 vector direction migration of a vertical slope during freezing, the same particle generates s2 vector direction migration of a gravity direction during thawing, and the combined vector direction z is the migration of a slope direction generated by a slope corresponding point, so that accumulated displacement can be obtained through repeated freeze thawing cycles, and slope deformation is further represented;
and S10, changing the values of the inclination angle alpha and the thickness delta h, and repeating the steps S6 to S9.
The technical scheme provided by the embodiment of the invention has the beneficial effects that: the rock pile slope freezing and thawing deformation damage physical simulation test device and method are beneficial to researching a rock pile slope deformation movement mechanism in a cold region, can be used for observing the conditions of migration, internal strain, displacement and the like of particles on the surface of a rock pile during simulated slope rock pile freezing and thawing circulation, and provide scientific basis for development and utilization of a rock pile slope region, engineering treatment and disaster prevention and reduction. The method is also beneficial to improving the current situation that the existing pile is concentrated on the slope deformation of the pile and the research on the pile mechanism is less. Meanwhile, the measuring method of the device is simple, the test process is visual and obvious, and the device is easy to realize.
Secondly, the device and the test method can simulate the frost heaving and thawing changes (or the partial frost thawing of the movable layer) generated by the freezing body in the rock pile under seasonal temperature changes through repeated frost thawing actions; the method comprises the steps of obtaining displacement and sedimentation information of particles on the surface of a rock pile through a camera, a displacement meter and a coordinate grid and a scale on the outer side of a model box, obtaining the displacement and strain information of the particles in the rock pile through monitoring means such as distributed optical fibers and inclination measurement and strain monitoring in the rock pile, and analyzing and revealing the slope deformation mechanism, process and rule of the rock pile.
Thirdly, by means of the device and the test method, the influence and the influence range of different slopes and different thicknesses of the freeze thawing active layers on the deformation damage effect of the slope of the rock pile can be studied by changing the slope inclination angle alpha and the thickness delta h of the rock pile active layers.
Fourth, depending on the test process of flat freezing-slope thawing designed by the device and the test method, the problems that the frozen layer in the rock pile is difficult to realize and the thickness and uniformity of the frozen layer are difficult to control under the slope condition can be solved.
Fifth, the ice layer can be frozen at normal temperature by controlling the refrigerating device and the test method, and the problem of freeze thawing cycle test under normal temperature environment (more than 0 ℃) can be solved.
Sixth, the melting speed of the ice layer can be controlled by controlling the number and the power of the heating devices arranged by the device and the test method, and the situation of the deformation strength change of the rock mass under different melting speeds can be explored.
Drawings
FIG. 1 is a schematic diagram of a rock mass slope freeze-thaw deformation damage physical simulation test apparatus in an embodiment of the present invention;
FIG. 2 is a top view of a simulation box of a rock mass slope freeze-thaw action deformation failure physical simulation test device in an embodiment of the present invention;
fig. 3 is a schematic view of a strain gage installation in an embodiment of the invention.
In the figure: 1-camera, 2-analog box, 3-displacement meter, 4-pole setting, 5-distributed optical fiber, 6-temperature sensor, 7-flexible inclinometer, 8-drain pipe, 9-inlet tube, 10-analog bedrock, 11-prevention rubber diaphragm, 12-data acquisition display, 13-tripod, 14-switching frame, 15-pile sample, 16-initial frozen layer, 17-initial active layer, 18-lifting device, 19-couple, 20-strain gauge, 21-heating piece, 22-refrigeration piece.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be further described with reference to the accompanying drawings.
Referring to fig. 1 to 3, an embodiment of the present invention provides a physical simulation test apparatus for deformation and destruction of a rock mass by freeze thawing, which includes a simulation box 2, a measuring assembly, a lifting device 18, and a cooling and heating assembly.
In the embodiment, the simulation box 2 is a non-covered box body, the appearance of the simulation box is cuboid, the periphery of the simulation box 2 is made of organic glass, the bottom surface of the simulation box is made of steel plates, and all edges of the simulation box are sealed, so that the bearing capacity of the simulation box 2 can be increased, and the change in the simulation box is convenient to observe; meanwhile, the outer wall of one side face of the simulation box 2 is adhered with the coordinate grid and the scale, so that the change amount inside the simulation box 2 can be more intuitively observed.
Two impermeable rubber diaphragms 11 are arranged in the simulation box 2 to divide a cavity of the simulation box 2 into a left cavity, a middle cavity and a right cavity, and each impermeable rubber diaphragm 11 is connected with the inner wall of the simulation box 2 in a sealing way; the underfilling of each chamber is provided with a simulated bedrock 10, in this embodiment the simulated bedrock 10 is formed by concrete and brick casting.
Further, each chamber is filled with a pile sample 15, and the pile sample 15 in each chamber is laid above the corresponding simulated bedrock 10, where it should be noted that the pile sample 15 is measured and surveyed in advance by field geology and the particle size ratio of the simulation test is determined according to the requirement of the actual working condition, so as to be more fit with the slope of the actual working condition, and in this embodiment, the pile samples 15 in the three chambers from left to right form a slope from low to high.
Referring to fig. 1, in this embodiment, the middle chamber is used as a freeze thawing chamber, a water inlet pipe 9 is provided above the middle chamber to fill water into a pile sample 15 in the middle chamber when the test is needed, meanwhile, a water outlet pipe 8 is provided at the lower end of the middle chamber for draining the pile sample 15 in the middle chamber when the test is needed, and the water outlet pipe 8 needs to be in direct contact with the pile sample 15 in the middle chamber when the test is needed, so that the water outlet pipe 8 is mainly prevented from being disturbed by a simulated bedrock 10 in the middle chamber, and meanwhile, a switch electromagnetic valve is provided on the water outlet pipe 8 and the water inlet pipe 9.
Further, an initial frozen layer 16 and an initial active layer 17 are formed at the bottom of the rock pile sample 15 in the middle chamber body from bottom to top in sequence, wherein the initial frozen layer 16 is used for simulating a permafrost layer in a slope in a severe cold region and is generally not melted under the influence of external temperature, the initial active layer 17 is mainly used for simulating a soil layer in the severe cold region, which is subjected to temperature influence and repeatedly generates freezing-melting cycle, and the embodiment is also used for researching the damage mechanism of the repeated freezing-melting cycle on the slope.
In this embodiment, the lifting device 18 is a single-arm crane, which is disposed only at the right end of the simulation box, and the working end of the lifting device 18 is connected with the corresponding end of the simulation box 2 through the hook 19, so that one end of the simulation box 2 can be lifted by the lifting device 18 when the test is needed, and the inclination angle of the slope formed by the rock pile sample 15 inside the simulation box 2 can be changed.
The cooling and heating assembly comprises a cooling part 22 and a heating part 21, wherein the cooling part 22 is a plurality of freezing pipes which are communicated end to end and are communicated with an external liquid nitrogen system, and the cooling part 22 is uniformly buried at the bottom of the simulated bedrock 10 in the middle chamber in the simulation box 2, so that a rock pile sample 15 in the middle chamber can be frozen according to test requirements, and a simulated freezing process is achieved; the heating element 21 is an electrothermal radiation lamp, the heating element 21 is located above the simulation box 2, and the heating element 21 is fixedly connected with the simulation box 2, in this embodiment, the heating element 21 is located above the middle chamber of the simulation box 2, so that the rock pile sample 15 frozen by the middle chamber can be melted by the heating element 21, and the simulated melting process is achieved.
It should be noted here that the two impermeable rubber diaphragms 11 in the simulation box 2 are impermeable mainly to avoid water flowing from the pile sample 15 in the intermediate chamber into the pile sample 15 on the left and right, and that the impermeable rubber diaphragms 11 are thin and soft so as not to hinder the transfer of forces when the pile sample 15 in the intermediate chamber is subjected to a freeze-thaw process.
The measuring assembly comprises a plurality of temperature sensors 6, each temperature sensor 6 is uniformly embedded in the rock pile sample 15 in the middle chamber body from top to bottom in sequence, in this embodiment, each temperature sensor 6 is mainly used for measuring the temperature of the rock pile sample 15, meanwhile, each temperature sensor 6 is fixed on the rock sample stone of the rock pile sample 15 during installation, and it is required to explain that at least one temperature sensor 6 is arranged at the upper surfaces of the initial frozen layer 16 and the initial movable layer 17, preferably, one temperature sensor 6 can be arranged at the upper surfaces of the initial frozen layer 16 and the initial movable layer 17 and inside the soil layers of the initial frozen layer 16 and the initial movable layer 17, so that the temperature in the soil layers of the initial frozen layer 16 and the initial movable layer 17 can be measured timely according to the requirement in the test process.
The measuring assembly further comprises at least four strain gages 20, wherein each strain gage 20 is uniformly adhered to two sides of the two impermeable rubber diaphragms 11, each strain gage 20 mainly measures the force generated by the rock pile sample 15 in the left, middle and right chambers when the rock pile sample 15 moves in a displacement mode, in the embodiment, three rows and three columns of strain gages 20 are adhered to each side of each impermeable rubber diaphragm 11, and 36 strain gages 20 are distributed on the two impermeable rubber diaphragms 11 in total.
The measuring assembly further comprises at least six distributed optical fibers 5, each distributed optical fiber 5 is buried in the rock pile sample 15 in the simulation box 2, at least two distributed optical fibers 5 are buried in the rock pile sample 15 in each chamber, in this embodiment, the number of the distributed optical fibers 5 is 6, the number of the distributed optical fibers 5 in the rock pile sample 15 in each chamber is two, the two distributed optical fibers 5 in the rock pile sample 15 in each chamber are transversely and longitudinally staggered and are mutually perpendicular, each distributed optical fiber 5 is provided with two vertical rods 4, two ends of each distributed optical fiber 5 are sleeved and relatively fixed on the corresponding two vertical rods 4, and meanwhile, the distributed optical fibers 5 in the rock pile sample 15 in each chamber are divided into two optical fibers of tight sleeves and loose sleeves.
The measuring assembly further comprises at least three flexible inclinometers 7, each flexible inclinometer 7 is buried in a rock pile sample 15 in the analog box 2, at least one flexible inclinometer 7 is buried in the rock pile sample 15 in each chamber, in this embodiment, the total number of flexible inclinometers 7 is seven, wherein two flexible inclinometers 7 are buried in the left chamber, three flexible inclinometers 7 are buried in the middle chamber, two flexible inclinometers 7 are buried in the right chamber, and each flexible inclinometer 7 is vertically arranged in the rock pile sample 15 along the monitoring longitudinal section.
The measuring assembly further comprises at least three displacement meters 3, each displacement meter 3 is fixedly arranged on the simulation box 2 and is positioned above the rock pile sample 15 in the box, in the embodiment, the number of the displacement meters 3 is nine, three displacement meters 3 are arranged in each chamber body, meanwhile, each displacement meter 3 is fixedly connected with the inner wall of the simulation box 2 through the adapter rack 14, and in the drawing of the embodiment, only one displacement meter 3 is drawn for convenience of representation; each displacement meter 3 is located above the pile sample 15 after being fixedly mounted, and the probe end of each displacement meter 3 faces the soil surface of the corresponding pile sample 15, in this embodiment, each displacement meter 3 is mainly used for monitoring the expansion height and settlement of the soil surface and the deformation of the non-freeze-thaw zone of the pile sample 15 when freezing or thawing.
The measuring assembly further comprises a data acquisition display 12 and a camera 1, wherein the data acquisition display 12 is respectively and electrically connected with each temperature sensor 6, each displacement meter 3, each flexible inclinometer 7, each strain gauge 20 and each distributed optical fiber 5, so that the data obtained by monitoring can be obtained in real time during a test; meanwhile, the camera 1 is erected on the ground through the tripod 13 and faces the two sides of the simulation box, the camera 1 is used for photographing and recording, in this embodiment, the camera 1 performs timing photographing so as to record the displacement amount of the stone in the rock mass sample 15 during the test, and preferably, the timing photographing time is once every 5 minutes or 10 minutes.
The embodiment also provides a test method for the rock mass slope freeze-thawing deformation damage physical simulation test device, which comprises the following steps:
s1, determining grain composition of a simulation test: and determining the particle size ratio of the simulation test through field geological measurement and investigation.
Specifically, in order to make the simulation test result more approximate to the actual environment to be studied, the actual environment needs to be inspected first, and the size, type and the like of the stone in the actual environment are determined, so that the similarity ratio of the simulation test to the actual environment is determined, and the accuracy of the test is improved.
S2, setting a diaphragm: two impermeable rubber diaphragms 11 are arranged in the simulation box 2 to form a left chamber body, a middle chamber body and a right chamber body, and then at least one strain gauge 20 is respectively stuck on two sides of each impermeable rubber diaphragm 11.
Specifically, each strain gauge 20 is adhered to the impermeable rubber membrane 11, and is uniformly arranged in three rows and three columns, strain gauges 20 are adhered to the two sides of each impermeable rubber membrane 11, and then the impermeable rubber membrane 11 is adhered to the inner cavity of the simulation box 2 by waterproof glue; the two impermeable rubber diaphragms 11 are arranged to divide the simulation box 2 into a left chamber body, a middle chamber body and a right chamber body.
S3, simulating bedrock: concrete and bricks are laid at the bottom of each chamber to form simulated bedrock 10.
Specifically, the simulated bedrock 10 is piled up by adopting bricks, cement mortar on the upper part is plastered, broken stone particles are embedded on the surface, a similar bedrock concave-convex surface is formed, friction is increased, and further, the simulated bedrock is ensured to be stable at normal temperature and normal pressure, and the bedrock layer cannot deform in the simulation test process.
S4, filling the rock mass sample: the rock pile sample 15 is prepared according to the particle size proportion in the step S1 and is synchronously filled into three chambers, each temperature sensor 6, each flexible inclinometer 7 and each distributed optical fiber 5 are synchronously buried during filling, and finally the rock pile sample 15 is tamped to the set porosity.
Specifically, after the particle size ratio in step S1 is determined, a rock mass sample 15 to be filled is prepared according to the ratio; the three chambers are then simultaneously filled with the pile sample 15, wherein the pile sample 15 in the middle chamber is filled to a horizontal plane, the pile sample 15 in the left and right chambers is filled to an inclined plane, and the pile sample 15 from the left chamber to the right chamber is ensured to be inclined from low to high, in this embodiment, the inclined planes of the pile samples 15 in the left and right chambers form an angle of 8-10 DEG with the horizontal plane; meanwhile, corresponding sensors are required to be arranged simultaneously in the filling process of the rock pile sample 15, specifically, each temperature sensor 6 is fixed in the simulation box 2 according to the requirement, and the distance between any two adjacent temperature sensors 6 is less than or equal to 10 cm; the flexible inclinometer 7 is provided with 7 inclinometers, 2 inclinometers are respectively arranged in the left chamber body and the right chamber body, 3 inclinometers are respectively arranged in the middle chamber body, the internal strain of a rock pile sample 15 is to be monitored by adopting each distributed optical fiber 5, each distributed optical fiber 5 is divided into two optical fibers which are longitudinally and transversely arranged along the simulation box 2, and a tight sleeve (used for monitoring strain) and a loose sleeve (used for monitoring temperature) are respectively and synchronously arranged in parallel; the loose tube optical fiber (which is not affected by strain and is only sensitive to temperature) can obtain the change of the temperature field and also can correct the temperature for strain monitoring. A distributed optical fiber monitoring system based on BOTDA is adopted, the spatial resolution is 5cm, and the strain monitoring precision is 7.5 mu epsilon; after the installation of the respective detecting elements, the pile sample 15 is rammed to a set porosity.
S5, setting each displacement meter 3 and the camera 1.
Specifically, each displacement meter 3 is installed, in this embodiment, each displacement meter 3 is fixedly installed above the simulation box 2 through the adapter rack 14, so that the expansion height and settlement of the soil surface of the rock mass sample 15 in the simulation box during the freeze thawing test can be obtained through each displacement meter 3, and in this embodiment, the displacement meter 3 is also electrically connected with the data acquisition display 12; at the same time, the camera 1 was installed, and the state of the test before the start of each test was recorded by photographing with the camera 1, so that comparison was made after the test sample started.
S6, eliminating initial slope displacement: after filling is completed, one end of the simulation box 2 is slowly lifted by the lifting device 18 and then is leveled and repeated a plurality of times, so that deformation caused by self gravity due to gradient change is eliminated.
In particular, the simulation box 2 is lifted by the lifting device 18, and it should be noted that the lifting is performed slowly, and the lifting angle is not more than 30 °, so that deformation caused by self gravity due to change of gradient can be eliminated by slight shaking.
S7, forming an initial frozen layer 16: the intermediate chamber is filled with water and frozen to form an initial frozen layer 16 of thickness h.
Specifically, the water inlet pipe 9 is opened to fill water into the middle chamber of the simulation box 2 to the thickness h of the frozen layer of the designed rock mass, and then the freezing starts, wherein the thickness h is 10cm in the embodiment. It should be noted that, because the temperature is low in northeast winter, the device can be used to freeze directly by using natural cold source in this area, which is more economical, if the device is used in other areas to cool by using liquid nitrogen, the thickness h of the initial frozen layer 16 is set before the test is not started, and in actual water injection, the thickness h of the initial frozen layer 16 in the pile sample needs to be covered when each temperature sensor 6 is arranged in step S4.
S8, forming an initial active layer 17: slowly injecting water into the middle chamber body, increasing the freezing thickness delta h on the basis of the initial frozen layer 16, then lifting one end of the simulation box 2 to an inclination angle alpha, then irradiating the surface of the rock pile sample 15 through the heating piece 21 to gradually melt the inner frozen part from outside to inside, stopping irradiating when the melting thickness is close to delta h, so as to form an initial active layer 17 with the thickness delta h on the initial frozen layer 16, and simultaneously recording related data of each temperature sensor 6, each strain gauge 20, each distributed optical fiber 5, each displacement meter 3 and each flexible inclinometer 7 in the initial active layer 17 forming process.
Specifically, in this embodiment, the initial frozen layer 16 is mainly set to simulate a soil layer that is not melted due to an external temperature change at the bottom of a slope in a severe cold area, and a circulating frozen-melted soil layer that is circulated with the temperature is necessarily present above the soil layer that is not melted due to an external temperature change in an actual working condition, and the circulating frozen-melted soil layer that is circulated is necessarily damaged to the slope in the freeze thawing process, and this embodiment is to explore the damage mechanism; the freezing thickness is increased by delta h by continuously injecting water and refrigerating and freezing on the basis of the initial frozen layer 16, then the frozen layer with increased thickness is melted by delta h from outside to inside by reheating, and then heating is stopped, so that an initial active layer 17 with the thickness delta h is formed above the initial frozen layer 16 with the thickness h, and the formation of the initial active layer 17 is accompanied with the occurrence of a freezing and thawing process, so that parameters of all detection pieces are recorded in the whole freezing and thawing process; it should be noted here that whether the freezing is sufficient or not can be determined by the value of the temperature sensor 6 located at the corresponding position when the freezing thickness Δh is increased, and if the temperatures of the temperature sensors at the corresponding positions are all 0 ℃ or less, the freezing in the freezing and thawing chamber of the simulation box 2 at this time can be considered to be sufficient, and the corresponding data can be recorded; similarly, in the melting process, whether the melting is sufficient or not can be determined by the temperature of the temperature sensor 6 at the corresponding position, and if the temperature of the temperature sensor at the corresponding position is 0 ℃ or higher, the melting process can be considered to be finished, and corresponding data can be recorded.
S9, slope migration representation: in the process of forming the initial active layer, the initial active layer is frozen and melted before and after, any particle in the initial active layer generates s1 vector direction migration vertical to a slope surface during freezing, the same particle generates s2 vector direction migration in the gravity direction during melting, and the combined vector direction z is the migration in the slope direction generated by the corresponding point of the slope, so that accumulated displacement can be obtained through repeated freeze thawing cycles, and slope deformation is further represented.
Specifically, in the freezing-thawing process, when freezing occurs, due to the fact that the frozen volume of water is increased, any particle on the rock pile sample 15 can generate s1 vector direction migration perpendicular to a slope, conversely, when thawing occurs, the volume is reduced, the same particle can generate s2 vector direction migration in the gravity direction, and the vector combination direction z of the two vectors is the slope direction migration generated by the corresponding point of a slope, so that accumulated displacement can be obtained through each displacement meter 3 through repeated freeze thawing cycles, and slope deformation is further represented.
And S10, changing the values of the inclination angle alpha and the thickness delta h, and repeating the steps S6 to S9.
Specifically, by continuously changing the value of the inclination angle α at which the simulation box 2 is lifted and the value of the thickness Δh of the active layer, the mechanism of slope failure deformation under different conditions can be obtained.
In this document, terms such as front, rear, upper, lower, etc. are defined with respect to the positions of the components in the drawings and with respect to each other, for clarity and convenience in expressing the technical solution. It should be understood that the use of such orientation terms should not limit the scope of the protection sought herein.
The embodiments described above and features of the embodiments herein may be combined with each other without conflict.
The foregoing description of the preferred embodiments of the invention is not intended to limit the invention to the precise form disclosed, and any such modifications, equivalents, and alternatives falling within the spirit and scope of the invention are intended to be included within the scope of the invention.
Claims (9)
1. The utility model provides a rock mass slope freeze thawing action deformation destroys physical simulation test device which characterized in that includes:
the simulation box is characterized in that an inner cavity of the simulation box is provided with two impermeable rubber diaphragms to form a left chamber body, a middle chamber body and a right chamber body, rock pile samples are filled in the three chamber bodies, and an initial frozen layer and an initial movable layer are sequentially formed at the lower part of the rock pile samples in the middle chamber body from bottom to top;
the measuring assembly comprises a plurality of temperature sensors, at least four strain gauges, at least six distributed optical fibers, at least three displacement meters and at least three flexible inclinometers, wherein each temperature sensor is positioned in a middle chamber body and is buried in a corresponding rock pile sample from top to bottom in sequence, at least two distributed optical fibers, at least one displacement meter and at least one flexible inclinometer are arranged in each chamber body, each distributed optical fiber in each chamber body is buried in the corresponding rock pile sample in a crisscross manner, each displacement meter is connected with the analog box, the probe end faces to the surface of the corresponding rock pile sample, each flexible inclinometer is vertically buried in the corresponding rock pile sample, and each strain gauge is uniformly and symmetrically distributed on two sides of the anti-seepage rubber diaphragm;
the lifting device is connected with one end of the simulation box to play a role in lifting;
and the cold and hot assembly comprises a refrigerating piece and a heating piece, wherein the hot and cold piece is buried at the bottom of the chamber body in the middle, and the heating piece is arranged above the simulation box.
2. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: the simulation box is a non-covered box body, the side wall of the simulation box is made of organic glass, the bottom surface of the simulation box is made of steel plates, and a coordinate grid and a scale are arranged on the outer surface of one side wall of the simulation box.
3. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: the bottom filling of each chamber body is provided with a simulated bedrock, and the pile sample filling of each chamber body is arranged on the corresponding simulated bedrock.
4. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: a water inlet pipe is arranged above the middle chamber body, and a water outlet pipe is communicated with the bottom.
5. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: at least four vertical rods are buried in the rock pile sample in each chamber body, and two ends of each distributed optical fiber in each chamber body are sleeved on the corresponding two vertical rods.
6. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: and slopes are formed by the rock pile samples in the left, middle and right chambers from low to high, and the lifting device is connected with one end of the chamber close to the right side of the simulation box.
7. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: each displacement meter is connected with the simulation box through a transfer frame.
8. The rock mass slope freeze-thaw action deformation damage physical simulation test device according to claim 1, wherein: the measuring assembly further comprises a camera and a data acquisition display, wherein the camera is erected in front of the analog box through a tripod, and the data acquisition display is electrically connected with each displacement meter, each flexible inclinometer, each strain gauge and each distributed optical fiber respectively.
9. A method of determining a rock mass slope freeze-thaw stress deformation damage physical simulation test apparatus according to any one of claims 1 to 8, comprising the steps of:
s1, determining grain composition of a simulation test: determining the particle size ratio of the simulation test through field geological measurement and investigation;
s2, setting a diaphragm: arranging two impermeable rubber diaphragms in the simulation box to form a left chamber body, a middle chamber body and a right chamber body, and then respectively adhering at least one strain gauge on two sides of each impermeable rubber diaphragm;
s3, simulating bedrock: paving concrete and bricks at the bottom of each chamber body to form the simulated bedrock;
s4, filling the rock mass sample: preparing the rock pile sample according to the particle size proportion in the step S1, synchronously filling the rock pile sample into the three chambers, synchronously burying each temperature sensor, each flexible inclinometer and each distributed optical fiber during filling, and finally tamping the rock pile sample to set porosity;
s5, setting each displacement meter and each camera;
s6, eliminating initial slope displacement: after filling, slowly lifting one end of the simulation box through the lifting device, and then leveling and repeating for a plurality of times to eliminate deformation caused by self gravity due to gradient change;
s7, forming the initial frozen layer: injecting water into the middle chamber body and freezing to form the initial frozen layer, wherein the thickness of the initial frozen layer is h;
s8, forming the initial active layer: slowly injecting water into the middle chamber body, increasing the freezing thickness delta h on the basis of the initial frozen layer, then lifting one end of the simulation box to an inclination angle alpha, then irradiating the surface of the rock pile sample through the heating piece to gradually melt the inner frozen part from outside to inside, stopping irradiating when the melting thickness approaches delta h to form the initial active layer with the thickness delta h on the initial frozen layer, and simultaneously recording related data of each temperature sensor, each strain gauge, each distributed optical fiber, each displacement meter and each flexible inclinometer in the initial active layer forming process;
s9, slope migration representation: in the process of forming the initial active layer, freezing and thawing are carried out before and after the initial active layer, any particle in the initial active layer generates s1 vector direction migration of a vertical slope during freezing, the same particle generates s2 vector direction migration of a gravity direction during thawing, and the combined vector direction z is the migration of a slope direction generated by a slope corresponding point, so that accumulated displacement can be obtained through repeated freeze thawing cycles, and slope deformation is further represented;
and S10, changing the values of the inclination angle alpha and the thickness delta h, and repeating the steps S6 to S9.
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