CN114675009A - Water softening type landslide test simulation device and simulation method thereof - Google Patents
Water softening type landslide test simulation device and simulation method thereof Download PDFInfo
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Abstract
The invention provides a water softening type landslide test simulation device and a simulation method thereof, and relates to the technical field of landslide disaster simulation devices. By continuously injecting water into the permeable layer, water slowly permeates into the sliding zone reduction layer through the permeable layer, and the shear strength of the sliding zone reduction layer is reduced under the action of the water, so that the rock-soil mass is unstable. The change process of the section geometric shape of the rock-soil body and the deformation condition of the slope surface can be clearly observed from the transparent test box in the period from the stable state (the natural state before the experiment begins) to the landslide, and the evolution process of the landslide of the rock-soil body is simply and intuitively presented.
Description
Technical Field
The invention relates to the technical field of landslide hazard simulation devices, in particular to a water softening type landslide test simulation device and a simulation method thereof.
Background
China is a country with multiple geological disasters such as landslides, collapses and debris flows, wherein landslides often have the characteristics of outburst, high frequency and destructiveness, and are the second natural disasters which are generally accepted and are second only to earthquakes. The stability problem of landslide is always the most basic and important research subject in the field of landslide disasters, and the scientific and reasonable evaluation of landslide stability is of great significance for ensuring the safety of people's lives and properties and ensuring the normal operation of projects. The landslide is the phenomenon that the shear strength index of a sliding strip is reduced under the softening action of water mainly on the weak surface in a sliding body, so that the slope body is unstable.
The indoor model test is an important means for studying landslide, and in the study of slope soil body water softening, rainfall is the most common method for studying the influence of the rainfall on the slope stability. However, it is extremely difficult to ensure that rain water penetrates into the inner slip band of the slip mass. Therefore, it is difficult to reproduce landslide instability in a short time using artificial rainfall on a simulated slope. In many laboratory studies, artificial rainfall caused shallow landslides rather than large landslides initiated by internal water softening of the landslide. Therefore, it is highly desirable to develop a suitable laboratory test method to reproduce the landslide instability caused by water softening.
Disclosure of Invention
The invention aims to provide a water softening type landslide test simulation device and a simulation method thereof, so as to solve the problems. In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the invention provides a water softening type landslide test simulation device which comprises a transparent test box and a rock-soil body model, wherein the rock-soil body model is arranged in the transparent test box and comprises a slip bed reduction layer, a slip belt reduction layer and a slip body reduction layer, the slip bed reduction layer is arranged on the bottom wall of the transparent test box, the slip belt reduction layer and the slip body reduction layer are sequentially arranged above the slip bed reduction layer, and a water permeable layer is arranged between the slip bed reduction layer and the slip belt reduction layer; the sliding bed reduction layer, the sliding belt reduction layer and the sliding body reduction layer are respectively geometric similar models corresponding to rock-soil bodies obtained after backtracking reduction of landslides of a region to be simulated, water in the water permeable layer slowly permeates into the sliding belt reduction layer to generate instability damage, and the cross section geometric shape of the rock-soil body model is observed in real time through the transparent test box.
In some embodiments of this application, the sliding bed reduction layer includes a plurality of closely arranged's concatenation unit, every the concatenation unit includes telescopic link, rotor plate and vaulting pole, the one end of telescopic link set up in the diapire of transparent test case, the other end of telescopic link is equipped with the backup pad, the backup pad is parallel with ground, the top of backup pad articulates there is the rotor plate, the vaulting pole is followed the axis direction of telescopic link runs through the backup pad and with the rotor plate butt, the backup pad with the pin joint of rotor plate with the vaulting pole is located the both sides of telescopic link axis.
In some embodiments of the present application, the brace is threadedly coupled to the support plate.
In some embodiments of this application, the sliding bed reduction layer still includes the end rail, the end rail fixed set up in the diapire of transparent test case, the telescopic link is kept away from the one end of backup pad is provided with the slider, the slider is equipped with the opening, the opening block in on the end rail.
In some embodiments of this application, the end rail is including dismantling the slide rail of connection and blockking the piece, the slide rail is provided with the spout along its extending direction level, the slider is equipped with the T type groove that runs through, T type groove with the opening is linked together, T type groove block in the spout, block the block in the port of spout.
In some embodiments of the present application, the permeable layer includes an uncovered box and a permeable stone, a water injector and a stop member are respectively disposed on the uncovered box, the stop member is parallel to the bottom wall of the uncovered box and is disposed at intervals, the water injector is located below the stop member, and the permeable stone is disposed on one side of the bottom wall away from the stop member.
In some embodiments of the present application, the syringe is disposed at a bottom wall of the cap-less case.
In some embodiments of the present application, the permeable layer comprises a plurality of permeable units closely arranged to each other, each of the permeable units comprising the uncovered box and the permeable stone.
The invention also provides a simulation method of the water softening type landslide test simulation device, which is used for simulating a landslide test and comprises the following steps:
collecting geometrical parameters and physical parameters of a sliding bed, a sliding belt and a sliding body in a landslide in a simulation area to be tested;
obtaining rock-soil body model parameters according to the geometric parameters and the physical parameters respectively, wherein the rock-soil body model parameters are similar proportion parameters obtained by carrying out backtracking reduction according to the geometric parameters and reducing or amplifying according to a preset proportion;
respectively manufacturing the corresponding slide bed reduction layer, the slide belt reduction layer and the slide body reduction layer according to the rock-soil body model parameters;
sequentially placing the sliding bed reduction layer, the permeable layer, the sliding belt reduction layer and the sliding body reduction layer from bottom to top in the transparent test box to finish the built rock-soil body model;
and continuously injecting water into the permeable layer, slowly permeating the water into the sliding zone reduction layer along with the overflow of the water amount in the permeable layer, continuously weakening the shear strength of the sliding zone reduction layer to generate instability, causing the rock and soil mass model to slide on a slope, and observing the evolution process of the cross-sectional geometrical shape of the rock and soil mass model after the instability damage through the transparent test box.
In the simulation method of the water softening type landslide test simulation device, the water injection rate of the water permeable layer is 1-15 mL/min.
The invention has the beneficial effects that:
according to geological information and relevant physical and mechanical parameters of landslide field survey, a retrospective algorithm is adopted to restore a prototype before landslide of a rock-soil body, so that geometric characteristic parameters corresponding to a slide bed, a slide belt and a slide body in the rock-soil body before landslide and physical and mechanical parameters of a slide belt layer and a slide body layer are obtained, based on the geometric characteristic parameters and the physical and mechanical parameters of the rock-soil body before landslide, similar materials are selected to respectively manufacture geometric similar models of a slide bed reduction layer, a slide belt reduction layer and a slide body reduction layer according to preset proportions, and the geometric similar models are arranged in a transparent test box according to the structural relation of the rock-soil body model. When a landslide simulation experiment is started, water is slowly injected into the permeable layer, water slowly permeates into the sliding zone reduction layer through the permeable layer, and when the water amount in the sliding zone reduction layer reaches a certain degree and under the action of the self weight of the sliding zone reduction layer, the shearing strength of the sliding zone reduction layer is reduced, so that the rock-soil body is subjected to destabilization damage. The change process of the section geometric shape of the rock-soil mass in the period from a stable state (natural state before the start of the experiment) to landslide can be clearly observed from the front surface of the transparent test box, and the evolution process of the section of the rock-soil mass in landslide is visually and clearly presented. Moreover, the water softening type landslide test simulation device provided by the application is designed based on the single influence factor of the water content of the landslide area soil, the device can also be used for researching the influence of water saturation softening of the landslide area soil on the stability of rock-soil bodies, the influence of multi-factor mixing on the accuracy of the relevance of the landslide area soil is avoided, and compared with shallow landslide caused by artificial rainfall, instability of the rock-soil bodies simulated by the water softening type landslide test simulation device is landslide caused by the change of the water content of the internal landslide area of the rock-soil bodies, and the device provides a more appropriate simulation tool for research of the instability mechanism of the traction type landslide based on the landslide area softening.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a view showing a configuration of a water softening type landslide test simulation apparatus;
FIG. 2 is a cross-sectional view of a water softening type landslide test simulation apparatus;
FIG. 3 is a schematic view of the construction of the splicing unit;
FIG. 4 is a schematic view of another splicing unit;
FIG. 5 is a view showing a connection relationship between the slide rail and the blocking member;
fig. 6 shows an exploded view of the water permeable unit.
The mark in the figure is: 100-water softening type landslide test simulation device; 1-a transparent test chamber; 2-a sliding bed reduction layer; 21-a splicing unit; 211-a telescopic rod; 212-a rotating plate; 213-a support plate; 214-a strut; 215-a slider; 216-opening; 217-T type groove; 3-a water permeable layer; 31-a water permeable unit; 32-a no lid box; 33-a stop; 34-a water injector; 35-permeable stone; 4-a slip reduction layer; 5-a slip reducing layer; 6-bottom rail; 61-a slide rail; 62-a chute; 63-barriers.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the present invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be obtained by a person skilled in the art without inventive step based on the embodiments of the present invention, are within the scope of protection of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only for distinguishing the description, and are not construed as indicating or implying relative importance.
Example 1
Referring to fig. 1 and 2, fig. 1 is a structural view of a water softening type landslide test simulation apparatus 100, and fig. 2 is a sectional view of the water softening type landslide test simulation apparatus 100. The invention provides a water softening type landslide test simulation device 100 which comprises a transparent test box 1 and a rock-soil body model, wherein the rock-soil body model is arranged in the transparent test box 1 and comprises a sliding bed reduction layer 2, a sliding belt reduction layer 4 and a sliding body reduction layer 5, the sliding bed reduction layer 2 is arranged on the bottom wall of the transparent test box 1, the sliding belt reduction layer 4 and the sliding body reduction layer 5 are sequentially arranged above the sliding bed reduction layer 2, and a water permeable layer 3 is arranged between the sliding bed reduction layer 2 and the sliding belt reduction layer 4; the slide bed reduction layer 2, the slide belt reduction layer 4 and the slide body reduction layer 5 are respectively geometric similar models corresponding to rock and soil bodies obtained after backtracking reduction of landslides of an area to be simulated, water in the water permeable layer 3 slowly permeates into the slide belt reduction layer 4 to generate instability damage, and the cross section geometric shape of the rock and soil body model is observed in real time through the transparent test box 1.
According to geological information and relevant physical and mechanical parameters of landslide field survey, a retrospective algorithm is adopted to restore a prototype before landslide of a rock-soil body, so that geometric characteristic parameters corresponding to a slide bed, a slide belt and a slide body in the rock-soil body before landslide and physical and mechanical parameters of the slide belt layer and the slide body layer are obtained, based on the geometric characteristic parameters and the physical and mechanical parameters of the rock-soil body before landslide, similar materials are selected to respectively manufacture geometric similar models of a slide bed reduction layer 2, a slide belt reduction layer 4 and a slide body reduction layer 5 according to preset proportions, and the geometric similar models are arranged in a transparent test box 1 according to the structural relation of the rock-soil body model. When a landslide simulation experiment is started, water is slowly injected into the permeable layer 3, water slowly permeates into the sliding zone reduction layer 4 through the permeable layer 3, and when the water amount in the sliding zone reduction layer 4 reaches a certain degree and is under the action of the self weight of the sliding zone reduction layer 4, the rock-soil body is subjected to instability damage due to the reduction of the shear strength of the sliding zone reduction layer 4. The change process of the section geometric shape of the rock-soil mass in the period from a stable state (natural state before the experiment begins) to the landslide can be clearly observed from the front surface (the side surface shown in fig. 2) of the transparent test box 1, and the evolution process of the section of the rock-soil mass in the landslide is visually and clearly presented. Moreover, the water softening type landslide test simulation device 100 provided by the application is designed based on the unicity influence factors of the moisture content of the landslide band soil, can also be used for researching the influence of water saturation softening of the landslide band soil on the stability of the rock-soil body, avoids influence of multifactorial mixing on the accuracy of the relevance of the landslide band soil, and compared with shallow landslide caused by artificial rainfall, the instability of the rock-soil body simulated by the water softening type landslide test simulation device 100 is landslide caused by the change of the moisture content of the internal landslide band, and the device provides a more suitable simulation tool for researching the instability mechanism of the traction type landslide based on the landslide band softening.
Referring to fig. 3, fig. 3 is a schematic structural diagram of the splicing unit 21. Further, the sliding bed reduction layer 2 includes a plurality of splicing units 21 that closely arrange, every splicing unit 21 includes telescopic link 211, rotor plate 212 and vaulting pole 214, the lower extreme of telescopic link 211 set up in the diapire of transparent test case 1, the upper end of telescopic link 211 is connected and is equipped with backup pad 213, backup pad 213 is parallel with ground, the top of backup pad 213 articulates there is rotor plate 212, vaulting pole 214 is followed the axis direction of telescopic link 211 runs through backup pad 213 and with rotor plate 212 butt, backup pad 213 with the pin joint of rotor plate 212 with vaulting pole 214 is located the both sides of telescopic link 211 axis. When in use, the slide bed reduction layer 2 is formed by the adjustment of the mutual matching between the telescopic rod 211 and the rotating plate 212 and the plurality of closely arranged splicing units 21, so that a support surface is provided for realizing the geometrical characteristics of the bottom of the slide belt reduction layer 4. Compare with the mode of filling sliding bed reduction layer 2, this application is highly carried out adjustment on a large scale through telescopic link 211, assist simultaneously to carry out the fine adjustment of angle with rotor plate 212, make sliding bed reduction layer 2 can carry out nimble adjustment according to the demand of sliding strip reduction layer 4, not only practiced thrift the filling material, shortened the filling time, reduced the experiment cost, can also adjust in a flexible way in order to satisfy the demand of the sliding strip reduction layer 4 of different geometric characteristics, and it is comparatively easy when carrying out the different sliding strip contrast experiments of multiunit. In this embodiment, the angle of the rotating plate 212 is adjusted by adjusting the length of the stay 214 above the supporting plate 213. Furthermore, the stay bar 214 is in threaded connection with the support plate 213, the stay bar 214 moves upwards or downwards through rotation to adjust the height of the stay bar above the support plate 213, and the threaded connection between the stay bar 214 and the support plate 213 can be clamped under the action of self weight, so that the structure is simple, and the angle adjustment is convenient.
In detail, the sliding bed reduction layer 2 further comprises a bottom rail 6, the bottom rail 6 is fixedly arranged on the bottom wall of the transparent test box 1, a sliding block 215 is arranged at one end, away from the supporting plate 213, of the telescopic rod 211, the sliding block 215 is provided with an opening 216, and the opening 216 is clamped on the bottom rail 6. When the sliding belt recovery device is used, the splicing units 21 can be installed or disassembled through the openings 216, the number and the horizontal positions of the splicing units 21 can be adjusted according to the geometrical characteristics of the bottom of the sliding belt recovery layer 4, and the flexibility is higher.
Referring to fig. 6, fig. 6 is an exploded view of the water permeable unit 31. The permeable bed 3 includes uncovered box body 32 and permeable stone 35, be provided with water injector 34 and stopper 33 on the uncovered box body 32 respectively, stopper 33 is on a parallel with the diapire and the interval setting of uncovered box body 32, water injector 34 is located the below of stopper 33, permeable stone 35 set up in stopper 33 keeps away from one side of diapire. In this embodiment, stop part 33 sets up on the lateral wall all around of uncovered box body 32 vertical direction for there is certain clearance to hold a certain amount of water between the diapire of permeable stone 35 and uncovered box body 32, and water permeates through permeable stone 35 and then slowly permeates to sliding belt reduction layer 4, can guarantee that sliding belt reduction layer 4 is comparatively even by water-logging. And because the existence of permeable stone 35 can avoid making water jet into slider reduction layer 5 because water pressure is too big, also avoided simultaneously because the impact force of water pressure dashes out and destroys slider reduction layer 4 to improve the degree of accuracy of experimental data and avoid influencing the experimental accuracy because the experiment operation is improper. Further, water injector 34 set up in uncovered box body 32's diapire along with slowly pouring into rivers in the water injector 34, water below the permeable stone 35 overflows gradually after wetting permeable stone 35, guarantees that water slowly permeates to the synovial area reduction layer 4, through the even quantitative water injection to the synovial area soil to accurate control synovial area soil shear strength parameter's softening degree, and then realizes the unstability destruction of landslide, guarantees the accuracy of experimental data.
In detail, the water permeable layer 3 includes a plurality of water permeable units 31 closely arranged to each other, and each of the water permeable units 31 includes the uncovered box 32 and the permeable stone 35. In the embodiment, water can be injected into different water permeable units 31 according to research requirements, so that the influence of water-saturated softening of the slip zone soil at different positions on the stability of rock and soil bodies can be researched, and the method has a good application value in the research of progressive landslides, local unstable landslides and the like. And the water quantity in the water permeable unit 31 can be flexibly controlled, the requirement of quantitative analysis on water saturation and softening of the slip zone soil can be met, and data support is provided for the research in the landslide early warning monitoring field. Moreover, the permeable layer 3 is composed of a plurality of small-sized permeable units 31, and the permeable units 31 are easy to combine into various geometrical slide surface shapes and have good conformability.
Example 2
Referring to fig. 4 and 5, fig. 4 is a schematic structural diagram of another splicing unit 21, and fig. 5 is a diagram illustrating a connection relationship between the slide rail 61 and the blocking member 63. Embodiment 2 provides another splicing unit 21 based on embodiment 1, where the bottom rail 6 includes a slide rail 61 and a blocking member 63, the slide rail 61 is horizontally provided with a slide groove 62 along an extending direction thereof, the slider 215 is provided with a T-shaped groove 217 penetrating through the slide rail, the T-shaped groove 217 is communicated with the opening 216, the T-shaped groove 217 is engaged with the slide groove 62, and the blocking member 63 is engaged with a port of the slide groove 62. The lower end of the sliding block 215 is provided with a T-shaped groove 217 which is mutually clamped with the sliding groove 62 on the sliding groove 62, so that the structure is more compact, and the splicing unit 21 can slide on the sliding rail 61. And slide rail 61 with stop and to dismantle between the piece 63 and be connected, will stop piece 63 and take off from spout 62 when installation splice unit 21 can, will stop piece 63 joint can avoid splice unit 21 to slide from slide rail 61 in spout 62 after the installation finishes.
Example 3
The application also provides a simulation method of the water softening type landslide test simulation device 100, the water softening type landslide test simulation device 100 is adopted to simulate a landslide test, and the simulation method comprises a step S1, a step S2, a step S3, a step S4 and a step S5, wherein:
and step S1, collecting the geometrical parameters and physical parameters of the slide bed, the slide belt and the slide body in the landslide in the simulation area to be tested.
It can be understood that in this step, the geometric parameters and physical parameters of the sliding bed, the sliding belt and the sliding body are collected by an engineering geological survey method, wherein the geometric parameters include terrain and landform of a region, stratum lithology, geological structure, underground water characteristics and the like, especially for lithologic landslides, the types, the occurrence, the distribution, the properties, the combination relationship and the like of various structural surfaces and weak layers. The physical parameters are physical and mechanical parameters of rock and soil mass, are different according to different rock and soil mass contents, generally comprise gravity, cohesive force, internal friction angle, Poisson's ratio, elastic modulus, volume modulus and the like, and can be determined according to actual research objects and research purposes.
And step S2, obtaining rock and soil mass model parameters according to the geometric parameters and the physical parameters respectively, wherein the rock and soil mass model parameters are similar proportion parameters obtained by carrying out backtracking reduction according to the geometric parameters and reducing or amplifying according to a preset proportion.
It can be understood that, in this step, the geometric characteristic parameters of the sliding bed, the sliding belt and the sliding mass in the rock-soil mass before occurrence of landslide are obtained after reduction processing is respectively performed by adopting the existing backtracking algorithm according to the geometric parameters and the physical parameters, and then the similarity constants of the geometric parameters and the physical parameters are calculated according to the preset proportion through a similarity theory according to the geometric characteristic parameters of the rock-soil mass before occurrence of landslide, wherein the similarity constants mainly comprise the geometric shape and size and the physical mechanical parameters of similar materials used by the sliding belt of the sliding mass, namely the rock-soil mass model parameters.
And S3, respectively manufacturing the corresponding sliding bed reduction layer 2, the sliding belt reduction layer 4 and the sliding body reduction layer 5 according to the rock-soil body model parameters.
And S4, sequentially placing the sliding bed reduction layer 2, the water permeable layer 3, the sliding belt reduction layer 4 and the sliding body reduction layer 5 from bottom to top in the transparent test box 1 to finish the built rock and soil body model.
And S5, continuously injecting water into the permeable layer 3, slowly permeating into the sliding zone reduction layer 4 along with the overflow of the water amount in the permeable layer 3, continuously weakening the shear strength of the sliding zone reduction layer 4 to cause instability, so that the rock and soil mass model slides on a slope, and observing the evolution process of the cross-sectional geometry of the rock and soil mass model after instability and damage through the transparent test box 1.
It can be understood that, in this step, a displacement meter or an optical measurement device is installed on the top of the transparent test chamber 1 to monitor the displacement change of the slope, and an image acquisition device such as a high-speed camera is erected on the front side wall (the side wall shown in fig. 2) of the transparent test chamber 1 to acquire the evolution process of the geometric deformation of the inner section of the rock-soil body in the instability process in real time. And then according to all images from the rock-soil body in a stable state to the after-destabilization landslide, acquiring deformation information of the region of interest by using two adjacent digital images through correlation calculation by using a digital image correlation method. And then, for each sub-region, performing correlation calculation according to a predefined correlation function by a certain search method, and searching a region with the maximum cross-correlation coefficient with the sub-region in the deformed image, namely the position of the sub-region after deformation, so as to obtain the displacement of the sub-region. And calculating all the sub-regions to obtain the deformation information of the whole field. The method has very loose requirements on experimental environment, has the advantages of full-field measurement, strong anti-interference capability, high measurement precision and the like, can accurately obtain the internal displacement deformation condition of the rock-soil body at a certain moment, and accurately analyzes the deformation conditions of displacement, tension, strain and the like of any point in the image, so that the instability process based on the water saturation softening of the slip zone soil can be well simulated.
Further, in the simulation process, the water injection rate of the water permeable layer 3 is 1mL/min to 15 mL/min. Under the water delivery rate, the formation of water pressure in the sliding belt reduction layer 4 can be avoided, the requirement that water slowly permeates into the sliding belt layer is met, different water injection rates are selected in the range according to different components of rock and soil bodies and physical parameters corresponding to the components, and the method is not limited specifically.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
The above description is only for the specific embodiments of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily think of the changes or substitutions within the technical scope of the present invention, and shall cover the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (10)
1. The utility model provides a water softening type landslide test analogue means which characterized in that includes:
a transparent test chamber (1);
the rock-soil body model is arranged in the transparent test box (1), the rock-soil body model comprises a sliding bed reduction layer (2), a sliding belt reduction layer (4) and a sliding body reduction layer (5), the sliding bed reduction layer (2) is arranged on the bottom wall of the transparent test box (1), the sliding belt reduction layer (4) and the sliding body reduction layer (5) are sequentially arranged above the sliding bed reduction layer (2), and a water permeable layer (3) is arranged between the sliding bed reduction layer (2) and the sliding belt reduction layer (4);
the sliding bed reduction layer (2), the sliding belt reduction layer (4) and the sliding body reduction layer (5) are respectively geometric similar models corresponding to rock-soil bodies obtained after backtracking reduction of landslides of a region to be simulated, water in the water permeable layer (3) slowly permeates into the sliding belt reduction layer (4) to generate instability damage, and the cross section geometric shape of the rock-soil body models is observed in real time through the transparent test box (1).
2. The water-softening type landslide test simulation apparatus according to claim 1, wherein: sliding bed reduction layer (2) include a plurality of concatenation unit (21) of closely arranging, every concatenation unit (21) include telescopic link (211), rotor plate (212) and vaulting pole (214), the one end of telescopic link (211) set up in the diapire of transparent test box (1), the other end of telescopic link (211) is equipped with backup pad (213), backup pad (213) are parallel with ground, the top of backup pad (213) articulates there is rotor plate (212), vaulting pole (214) are followed the axis direction of telescopic link (211) is run through backup pad (213) and with rotor plate (212) butt, backup pad (213) with the pin joint of rotor plate (212) with vaulting pole (214) are located the both sides of telescopic link (211) axis.
3. The water-softening type landslide test simulation apparatus according to claim 2, wherein: the support rod (214) is in threaded connection with the support plate (213).
4. The water-softening type landslide test simulation apparatus according to claim 2, wherein: the sliding bed reduction layer (2) further comprises a bottom rail (6), the bottom rail (6) is fixedly arranged on the bottom wall of the transparent test box (1), a sliding block (215) is arranged at one end, far away from the supporting plate (213), of the telescopic rod (211), the sliding block (215) is provided with an opening (216), and the opening (216) is clamped on the bottom rail (6).
5. The water-softening type landslide test simulation apparatus according to claim 4, wherein: bottom rail (6) are including slide rail (61) and the piece (63) of stopping that can dismantle the connection, slide rail (61) are provided with spout (62) along its extending direction level, slider (215) are equipped with T type groove (217) that run through, T type groove (217) with opening (216) are linked together, T type groove (217) block in spout (62), it block in to stop piece (63) block in the port of spout (62).
6. The water-softening type landslide test simulation apparatus according to claim 1, wherein: permeable bed (3) are including uncovered box body (32) and permeable stone (35), be provided with water injector (34) and stop part (33) on uncovered box body (32) respectively, stop part (33) are on a parallel with the diapire and the interval setting of uncovered box body (32), water injector (34) are located the below of stop part (33), permeable stone (35) set up in stop part (33) are kept away from one side of diapire.
7. The water-softening type landslide test simulation apparatus according to claim 6, wherein: the water injector (34) is arranged on the bottom wall of the uncovered box body (32).
8. The water-softening type landslide test simulation apparatus according to claim 6, wherein: the permeable layer (3) comprises a plurality of permeable units (31) which are closely arranged with each other, and each permeable unit (31) comprises the uncovered box body (32) and the permeable stone (35).
9. A simulation method of a water softening type landslide test simulation apparatus, wherein a landslide test simulation is performed using the water softening type landslide test simulation apparatus according to any one of claims 1 to 8, the simulation method comprising:
collecting geometrical parameters and physical parameters of a sliding bed, a sliding belt and a sliding body in a landslide in a simulation area to be tested;
obtaining rock-soil body model parameters according to the geometric parameters and the physical parameters respectively, wherein the rock-soil body model parameters are similar proportion parameters obtained by carrying out backtracking reduction according to the geometric parameters and reducing or amplifying according to a preset proportion;
respectively manufacturing a sliding bed reduction layer (2), a sliding belt reduction layer (4) and a sliding body reduction layer (5) according to the rock-soil body model parameters;
a sliding bed reduction layer (2), a permeable layer (3), a sliding belt reduction layer (4) and a sliding body reduction layer (5) are sequentially placed in a transparent test box (1) from bottom to top, and a built rock-soil body model is completed;
and continuously injecting water into the permeable layer (3), slowly permeating into the sliding belt reduction layer (4) along with the overflow of the water amount in the permeable layer (3), continuously weakening the shear strength of the sliding belt reduction layer (4) to cause instability, so that the rock and soil mass model slides on a slope, and observing the evolution process of the cross-sectional geometry of the rock and soil mass model after instability damage through the transparent test box (1).
10. The simulation method of the water softening-type landslide test simulation apparatus according to claim 9, wherein the water permeable layer (3) is injected at a rate of 1-15 mL/min.
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