CN104459086B - The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method - Google Patents
The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method Download PDFInfo
- Publication number
- CN104459086B CN104459086B CN201410734119.1A CN201410734119A CN104459086B CN 104459086 B CN104459086 B CN 104459086B CN 201410734119 A CN201410734119 A CN 201410734119A CN 104459086 B CN104459086 B CN 104459086B
- Authority
- CN
- China
- Prior art keywords
- soil
- rock
- test flume
- test
- flume
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Abstract
The invention discloses physical model test device and the making and use method thereof on a kind of soil-landslide, rock interface, this physical model test device comprises test platform, water supply installation, flusher, soil-rock slope body and data acquisition system (DAS), test platform adopts the cube box test flume of a side opening, the open side of test flume arranges feeder, water supply installation is connected to flusher by feed pipe, flusher is positioned in test flume top, soil-rock slope body comprises upper soil horizon and rock stratum, bottom and is positioned in test flume bottom, sensor in data acquisition system (DAS) is laid in soil-rock slope body.Utilize the present invention can bring out lower soil-rock surface of contact slip mechanism to rainfall to study, and interface of the present invention slope model test device, simplicity of design, handled easily, with low cost, can apply on a large scale in model test design.
Description
Technical field
The present invention relates to Geotechnical Engineering and slope stability monitoring and prediction field, particularly relate to the physical model test device on soil-landslide, rock interface and preparation method thereof.
Background technology
Some achievements were had both at home and abroad by the generation development mechanism of physical experiments to landslide, as the breeding of Study of Landslides, Forming Mechanism and sliding characteristics etc., for the slip mechanism research on landslide and landslide disaster early warning, forecast and Control Engineering serve certain directiveness effect.
Soil-landslide, rock interface is that one has concealed Landslides, wherein occurs comparatively frequent with the landslide at loess mud stone interface.Mostly occurring and border on district in the Inner Mongol, Shan, Shanxi in landslide, loess mud stone interface, has obvious region, it is grown, formed and activity nature unique, harm seriously and have slump more.Loess Layer quality is loose, macropore, vertical joints development, the existence of multilayer palaeosol, for development of landslide provides good material base; Loess Layer and underlying bedrock curtain cover formula piles up contact characteristic, and the mudstone stratum in the tertiary period being extensively dispersed with lithology weak under Loess Layer is that landslide formation provides favourable conditions; The macropore vertical joints development of loess, make top loess formation permeability better, infiltrating of moisture adds slope body deadweight, soften the material of slope body, reduce the intensity of loess and paleosol layer thereof, and soil-rock contact zones material water-resisting property is better, the pelyte perviousness that underlies is poor, water content of soil near loess mud stone contact zones is increased, be in even for a long time and wetly ~ soft moulded ~ state of saturation, change loess and the tertiary period mud stone surface of contact Strength and Dformation characteristic, for loess mud stone interface landslide band growth provide fabulous material conditions.At present, rainfall is brought out to the research of lower loess mud stone surface of contact slip mechanism, do not have document report.
Implementation the most akin with the present invention:
(1) people (2004) such as domestic scholars Inst. of Mechanics, CAS Li Shihai has carried out water induced landslide model test, the sliding mass that this test unit mainly comprises testing table, chamber, water system and is arranged in chamber.This device can carry out correlative study to critical pore-water pressure during landslide failure, relation etc. between sliding mass unstability and piestic water area.
(2) domestic scholars SanXia University sieve the people (2006) such as first to open and carries out landslide physical model test, mainly have studied rainwater and reservoir level soil under action body Landslide Deformation failure mechanism.This pilot system mainly comprises platform landing control system, sprinkling system, reservoir level jacking system, many physical quantitys test macro, contactless displacement test macro, r ray transmission method soil moisture test system, has carried out the related works such as analog material design simultaneously.
(3) the domestic scholars University Of Chongqing Liu people from east (2010) such as swallow has carried out landslide physical model test, and this test unit mainly comprises uncovered chamber, horizontal stand, chamber drive unit, automatic angle measurement instrument.This test unit can according to different in width side slope model need regulate the width of chamber, automatically can also measure slope angle, by video camera and camera to the omnidistance record of process of the test simultaneously.
(4) people (2011) such as domestic scholars Chinese Academy of Sciences mechanics institute Fan Yongbo have developed the major landslip physical model experiment system under multifactor effect, consider the landslide development overall process physical model test device of various factors as rainfall, reservoir level lifting, piestic water factor, for carrying out the different failure stage physical model test in landslide under different raininess, different sink fluctuation in stage speed, different artesian head.
Above-mentioned slope model test device is all migration for sliding mass entirety and unstability, cannot carry out physical experiments, to disclose its surface of contact slip mechanism to soil-rock interface Landslide Problems.
Summary of the invention
In order to overcome existing defect, the present invention proposes the physical model test device on a kind of soil-landslide, rock interface and preparation method thereof.
According to an aspect of the present invention, propose the physical model test device on a kind of soil-landslide, rock interface, comprise test platform, water supply installation, flusher, soil-rock slope body and data acquisition system (DAS), wherein, test platform adopts the cube box test flume of a side opening, the open side of test flume arranges feeder, water supply installation is connected to flusher by feed pipe, flusher is positioned in the top of test flume, soil-rock slope body comprises upper soil horizon and rock stratum, bottom and is positioned in the bottom of test flume, sensor in data acquisition system (DAS) is laid in soil-rock slope body.
According to another aspect of the present invention, propose the method for making of the physical model test device on a kind of soil-landslide, rock interface, comprising: steps A: make test platform, described test platform entirety is steel frame construction, be the cube box test flume of a side opening, soil-rock slope body is set in it; A side of test flume adopts tempered glass, the outer setting video camera of this side is with the motion of the soil body in observation and record test flume and collapse state, the open side of test flume arranges feeder, the bottom of the open side of test flume arranges hinged structure, welded top a pair hook in the side relative with described open side of test flume is to realize the inclination of test flume, the side relative with described open side of test flume is provided with the lifting jack perpendicular to this side, and lifting jack is arranged on the position corresponding to soil layer; Step B: make water supply installation and flusher, described water supply installation is made up of water tank, feed pipe, force (forcing) pump, and one end of feed pipe is arranged in water tank, and the other end of feed pipe is connected to flusher, and force (forcing) pump is connected to feed pipe; Flusher is connected to form by orifice type raindrop generator and operation valve, orifice type raindrop generator is arranged across the top of test flume, feed pipe is connected to orifice type raindrop generator center via operation valve, makes orifice type raindrop generator be sprayed onto in described test flume by the control of operation valve by the water via feed pipe supply; Orifice type raindrop generator adopts polypropylene random copolymer pipe (below referred to as PPR pipe) punching to make, PPR pipe closed at both ends; Step C: make soil-rock slope body, soil-rock slope body is placed and is full of the bottom of test flume, comprises soil layer and rock stratum, soil layer uses the soil measuring ground, and described rock stratum uses analog material to make; Step D: bury ground floor sensor underground on soil-rock surface of contact, bury one or more layers sensor again underground in soil layer, sensor connects static resistance strainmeter, and the data from sensor collection are sent to computing machine by static resistance strainmeter.
According to a further aspect of the invention, propose a kind of method using above-mentioned physical model test device, the method comprises: step 01: design rainfall scheme, implements rainfall scheme; With step 02: observation sensor data, the state of observing earth-rock slope body.
Interface of the present invention slope model test device, simplicity of design, handled easily, with low cost, can apply on a large scale in model test design.
Accompanying drawing explanation
Fig. 1 is the physical model test device schematic diagram on soil-landslide, rock interface;
Fig. 2 (a) is test platform device front view, and Fig. 2 (b) is test platform device side view;
Fig. 3 is point layout side view; And
Fig. 4 is point layout vertical view.
As shown in the figure, in order to the structure of embodiments of the invention clearly can be realized, specific structure and device are marked in the drawings, but this is only signal needs, be not intended to limit the invention in this ad hoc structure, device and environment, according to specific needs, these devices and environment can carry out adjusting or revising by those of ordinary skill in the art, and the adjustment carried out or amendment are still included in the scope of accompanying claim.
Embodiment
Below in conjunction with the drawings and specific embodiments, the physical model test device on a kind of soil provided by the invention-landslide, rock interface and making and use method thereof are described in detail.
Here do to illustrate, in order to make embodiment more detailed, the following examples are best, preferred embodiment, also can adopt other alternative and implement for some known technologies those skilled in the art; And accompanying drawing part is only to describe embodiment more specifically, and be not intended to carry out concrete restriction to the present invention.
As shown in Figure 1, Fig. 1 provides the physical model test device on soil-landslide, rock interface, comprises test platform, water supply installation, flusher, soil-rock slope body and data acquisition system (DAS).
Test platform adopts the cube box test flume of a side opening, and entirety is steel frame construction.According to a preferred embodiment, a side of box test flume can adopt tempered glass, so that the outside erection high-speed camera in this side, for motion and the collapse state of the soil body in observation experiment groove, and its lap all adopts steel plate.The open side of test flume arranges feeder 9, and feeder can leave certain distance with open side, collects so that fall behind under the soil body.Water supply installation is connected to flusher by feed pipe 2.Flusher is positioned in the top of test flume.Soil-rock slope body comprises upper soil horizon 23 and rock stratum, bottom 22 and is positioned in the bottom of test flume.Sensor in data acquisition system (DAS) is laid in soil-rock slope body.
Further, the bottom of the open side of test flume is provided with hinged structure, thus the side relative with open side of test flume can be inclined upwardly around the free lifting of hinged structure.Such as, the angle of inclination of test flume can in the scope of 0 ° ~ 15 °.Preferably, hinged structure comprises a pair door-hinge 21 in the groove be welded in bottom test flume on steel plate, to make test flume can be inclined upwardly around described a pair door-hinge 21, as shown in Figure 2.
Preferably, the welded top of the side relative with open side of test flume has a pair hook 25, facilitates overhead traveling crane hoisting test groove, thus test flume is tilted around hinged structure.Another kind of optimal way is the lifting jack 7 arranged in the side relative with open side of test flume perpendicular to this side.Lifting jack 7 is arranged on the position corresponding to soil layer, tilts to make test flume for jack-up test flume around hinged structure.The force side of lifting jack 7 is fixed on the thick steel plate of 10mm 8, can apply perpendicular to the evenly load of side, to simulate the gravity stress from slope, top body to slope body.As shown in Fig. 2 (b), the loading position of lifting jack 7 as 26 indicate.In a specific embodiment, the bearing capacity of lifting jack can be 4t, and the design bearing capacity of test flume is 10t, and free lifting end uses the overhead traveling crane that design load-bearing is 20t to lift by crane.
Next, further describe water supply installation and flusher see Fig. 1, explain at this and be only exemplary, but not restrictive sense.Water supply installation can be made up of water tank 1, feed pipe 2 and force (forcing) pump 3, and one end of feed pipe 2 is arranged in water tank 1, and the other end is connected to flusher, and force (forcing) pump 3 is connected to feed pipe 2.Flusher can be connected to form by orifice type raindrop generator 4 and operation valve 6.Orifice type raindrop generator 4 is arranged across the top of test flume.Feed pipe 2 is connected to orifice type raindrop generator 4 via described operation valve 6, and the water supplied via feed pipe 2 is sprayed onto in test flume by the control of operation valve 6 by orifice type raindrop generator 4.Orifice type raindrop generator 4 such as can adopt atactic copolymerized polypropene (PPR) to manage, and gets the hole with difformity and diameter thereon, PPR pipe closed at both ends.Feed pipe 2 is connected into from PPR pipe center, and junction arranges operation valve 6, by changing diameter and the quantity of pin hole, and carrys out simulated rainfall intensity with the output of operation valve control water supply installation.Specifically, the water in water tank 1 through force (forcing) pump 3 pressurize after, after feed pipe 2 controls the water yield by operation valve 6 from orifice type raindrop generator 4 be sprayed onto cover slope body upper surface underlying surface 5.Underlying surface 5 is for simulating the engineering site slight slope surface vegetation in actual environment, and major function is water conservation, avoids domatic by current scour.
According to different raininess, underlying surface can adopt different materials, such as cotton, sponge artificial grass etc.Rainfall intensity, the rainfall amount of flusher can be drawn by following formulae discovery:
Wherein, t is the time of the duration of rainfall, and s represents area affected by rain, and Q is total rainfall amount in the model time of the duration of rainfall, and it equals the output of water supply installation.Such as, raininess, rain time can draw according to the hydrologic data in place to be measured, so just can calculate cistern water supply amount.
From Newtonian mechanics, raindrop always reach a terminal velocity, so need the height of drop determining the raindrop that raindrop generator produces in dropping process.The people such as American scholar Luo Si have studied the feature of natural rainfall raindrop: the terminal velocity of natural rainfall raindrop is 2 ~ 2.9mm/s, and the descent altitude required for it concentrates between 7 ~ 9m.In test unit of the present invention, orifice type raindrop generator 4 is preferably 7-9 rice to the distance of the upper surface (such as, underlying surface 5) of slope body, so that can the terminal velocity of simulating nature rainfall, namely realizes the similarity of raindrop kinetic energy.
Slope body is made up of soil layer and rock stratum, places and is full of the bottom of test flume.The rock stratum gradient just represents the overall gradient of soil-rock slope body.In order to simulate the rock mass under physical condition, first measure infiltration coefficient and the ratio of similitude C of rock stratum in actual environment
k, then choosing analog material, such as clay, by controlling the packing of analog material and the relation of infiltration coefficient, adopting density domination method, layering, segmentation are hit real forming method with artificial wooden mallet and analog material compacting are laid in test flume.Illustrate how to make rock stratum for the natural situation of Qingshuihe County below.
For rock stratum, using infiltration coefficient as the similar primary parameter met of material.Before making rock stratum, first do " compactive effort and infiltration coefficient " and " under known compactive effort analog material physical and mechanical property " two and test.The infiltration coefficient empirical value of known Qingshuihe County mud stone leiomyoma cells is 4.9 × 10
-8cm/s, by the test (see table 1) of compactive effort and infiltration coefficient, obtaining corresponding compactive effort is 15 times.Under 15 compactive effort, the physical and mechanical property of mud_rock material is in table 2, and dry density is 2.18g/cm
3.
The relation of table 1 compactive effort and infiltration coefficient
The physico-mechanical properties of table 2 mud stone analog material
In setting test flume, the volume of rock stratum, can calculate the quality needed for the analog material of rock stratum, density domination method that Here it is.Make layered and hit real laying, every layer 15 is hit.Meanwhile, by smooth for mud stone analog material surface finish, Reality simulation mud stone surface.
Afterwards, make soil layer, also illustrate how to make soil layer for the natural situation of Qingshuihe County.Soil layer chooses leiomyoma cells, i.e. prototype soil, namely in analog naturally native.Obtain loess in Qingshuihe County, (result is 1.32g/cm to the unit weight first measuring under its natural moisture content
3) as normal data, when making, also be the soil utilized in analog, during owing to making, soil may because the reason of placing, be not inconsistent with situations such as the water percentage of the soil of locality, therefore the water percentage of existing soil and unit weight to be allowed to equal normal data, then go out the quality of soil and water according to the volume computing that will lay, then lay.Soil layer does not hit reality, covers state of nature on shale layer to simulate the formula of being routed of loess plateau in reality.
For thicker soil layer, can layering lay, the method for the laying of every layer is identical with said method, and the soil surface of every layer can wharf's pavement quality.
The design of slope body type realizes mainly through changing slight slope shape, and as waveform slope body, broken line slope and curve slope, can also according to different domatic adjustment the thickness of the layer.
The static resistance strainmeter that data acquisition system (DAS) comprises sensor and is attached thereto, sensor can be soil pressure sensor and water pressure sensor.Sensor can have multilayer, and ground floor sensor is embedded on the surface of contact of upper soil horizon and rock stratum, bottom, and the sensor of other layer is embedded in soil layer.As shown in Figure 3, on three inclined-planes of distance soil-rock surface of contact vertical range 0mm, 100mm, 200mm, each inclined-plane arranges some measuring points, and preferably, measuring point is positioned on the slope body center line vertical with high-speed camera.As shown in Figure 4, miniature pore water pressure sensor and soil pressure sensor are embedded in the same level of distance slope body center line 20mm respectively.By static resistance strainmeter by the signal of sensor send and store in a computer, carry out the further work such as data processing, calculating in a computer.
To the method for the physical model test device come down according to making soil of the present invention-rock interface be described in detail below:
Steps A: make test platform, test platform entirety is steel frame construction, is the cube box test flume of a side opening, arranges soil-rock slope body in it; A side of test flume adopts tempered glass, the outer setting video camera of this side is with the motion of the soil body in observation and record test flume and collapse state, the open side of test flume arranges feeder (9), the bottom of the open side of test flume arranges hinged structure, welded top a pair hook in the side relative with open side of test flume is to realize the inclination of test flume, the side relative with open side of test flume is provided with the lifting jack (7) perpendicular to this side, and lifting jack is arranged on the position corresponding to soil layer;
Step B: make water supply installation and flusher, water supply installation is made up of water tank (1), feed pipe (2), force (forcing) pump (3), one end of feed pipe is arranged in water tank, and the other end of feed pipe is connected to flusher, and force (forcing) pump is connected to feed pipe; Flusher is connected to form by orifice type raindrop generator (4) and operation valve (6), orifice type raindrop generator (4) is arranged across the top of test flume, feed pipe (2) is connected to orifice type raindrop generator (4) center via operation valve (6), makes orifice type raindrop generator (4) be sprayed onto in test flume by the control of operation valve (6) by the water supplied via feed pipe (2); Orifice type raindrop generator (4) adopts polypropylene random copolymer pipe punching to make, polypropylene random copolymer pipe closed at both ends;
Step C: make soil-rock slope body, soil-rock slope body is placed and is full of the bottom of test flume, comprises soil layer and rock stratum, soil layer uses leiomyoma cells (namely measuring the soil on ground), and rock stratum uses analog material to make;
Step D: bury ground floor sensor underground on soil-rock surface of contact, bury one or more layers sensor again underground in soil layer, sensor connects static resistance strainmeter, and the data from sensor collection are sent to computing machine by static resistance strainmeter.
Further, when making soil-rock slope body, rock stratum selects analog material to make, and first measures infiltration coefficient and the ratio of similitude C of rock stratum in actual environment
kthen tested by " compactive effort and infiltration coefficient " and " under known compactive effort analog material physical and mechanical property " two, obtain the infiltration coefficient identical with rock stratum and the consistent required compactive effort of ratio of similitude, and the density of analog material under measuring compactive effort, according to the rock volume of design, calculate the quality of analog material, then hit real laying in compactive effort lower leaf.
When making soil layer, first the natural moisture content of the soil layer in actual environment and the unit weight under this natural moisture content is measured, the gross mass needed for soil layer is gone out according to the volume computing that will lay, to the prototype soil that scene is fetched, calculate the quality meeting the dry ground quality required for unit weight under natural moisture content and water, then lay; Lay for thicker soil layer layering, the laying method of every layer is identical.
Preferably, soil layer covers the material of the surperficial vegetation being used for model engineering scene, as the underlying surface of test slope body.
Different slopes body type design realizes by changing soil layer domatic, and body inclination angle, slope equals rock stratum slope angle, and the lifting jack using crane or bottom to install by the hook of test flume upper weld changes body inclination angle, slope.
The following describes and how to be tested by device of the present invention.In a test unit made according to Qingshuihe County natural conditions, water tank be diameter 0.9m, high 1.6m cylindric, pressurization lift of pump is 10m, the internal diameter of PPR pipe is 15mm, external diameter is 21.3mm, wall thickness is 3.15mm, and underlying surface lays cotton towel with the surperficial vegetation at model engineering scene, makes rainfall evenly enter to be seeped in loess.
First, rainmaking is designed.Per day rainfall amount and maximum daily rainfall that local meteorological data monitors can be consulted.For in the July, 2013 that rainfall amount is maximum, the per day rainfall amount that Qingshuihe County, Huhehaote monitors is 3.6mm, maximum daily rainfall is 87.4mm, so test adopts daily rainfall scheme, within every 24 hours, is a rainfall cycle, in each rainfall cycle, first 12 hours is flush period, and one rainfall event continues 15min, interval 30min between every twice rainfall, one rainfall event amount is 1.5mm, and namely rainfall intensity is 0.1mm/min; Latter 12 hours is the rainfall intermittent phase, and period no longer rainfall, allows moisture fully infiltrate in the soil body, then periodic cycle.Under such rainfall scheme, the maximum daily rainfall of model is 18mm.According to the ratio of similitude Cq=.=3.3 of rainfall intensity, the maximum daily rainfall that can obtain prototype is 59.4mm, and the maximum daily rainfall monitored much smaller than Qingshuihe County is 87.4mm.Rainfall concept feasible.
Then, according to above-mentioned scheme rainfall and observing earth pressure device and pore water pressure sensor change, in flush period, soil pressure device and pore water pressure sensor numerical value are all changing, after rainfall terminates, slope body constantly produces slipping plane, and the numerical value of soil pressure device and water pressure sensor also can change.When no longer there is new slipping plane until slided, soil pressure device and pore water pressure sensor numerical value will no longer include change.After the numerical value observing pressure transducer does not change, illustrate that soil-rock slope body is stable, test formally terminates.In process of the test, static number resistor straining testing instrument transmission soil pressure sensor and pore water pressure sensor data, for data process&analysis.
Be erected at the high-speed camera of model channel-section steel glass sides for taking motion and the destructive process of the soil body.
By device of the present invention, the entry condition of loess mud stone area interface sliding can be drawn:
(1) rain types (rainfall intensity and rain time) is the major influence factors that landslide, interface occurs.When rain types be heavy rain, heavy rain or continuation heavy showers time, rainfall strengthens the erosion action of loess formation; Rainfall intensity is larger, and overland flow is stronger for the transporting capacity of loess formation, and the possibility of bringing out landslide in mudflow or loess formation is larger.When rainfall intensity little (< 0.5mm/min) and the time of the duration of rainfall longer (being greater than 1d) time, rainwater has the sufficient time to enter to be seeped in loess formation, the impact of seepage effect is comparatively large, easily forms creeping zone of transformation, thus produces landslide, interface.
(2) loess formation thickness is also the important factor in order that landslide, interface occurs.
When loess formation thickness comparatively large (being greater than 5m), because the seepage force of rainwater is limited, creeping zone of transformation generally produces on instead of interface inner at loess formation.When sustainable development of coming down in the loess that rainfall causes, under the effect of landslide power, loess formation thickness reduces gradually, and when loess formation thickness reaches about 3m, the probability that landslide, interface occurs will improve greatly.
Claims (16)
1. the physical model test device on soil-landslide, rock interface, comprise test platform, water supply installation, flusher, soil-rock slope body and data acquisition system (DAS), wherein, described test platform adopts the cube box test flume of a side opening, the open side of described test flume arranges feeder (9), described water supply installation is connected to described flusher by feed pipe (2), described flusher is positioned in the top of described test flume, described soil-rock slope body comprises upper soil horizon (23) and rock stratum, bottom (22) and is positioned in the bottom of described test flume, sensor in described data acquisition system (DAS) is laid in described soil-rock slope body,
Described rock stratum selects analog material to make, and by controlling packing and the infiltration coefficient of described analog material, makes the infiltration coefficient of described rock stratum consistent with the infiltration coefficient of actual rock stratum.
2. physical model test device according to claim 1, wherein, the bottom of the open side of described test flume is provided with hinged structure.
3. physical model test device according to claim 2, wherein, welded top a pair hook (25) in the side relative with described open side of described test flume to be sling described test flume for overhead traveling crane, thus described test flume is tilted around described hinged structure.
4. the physical model test device according to Claims 2 or 3, wherein, the side relative with described open side of described test flume is provided with the lifting jack (7) perpendicular to this side, and described lifting jack is arranged on the position corresponding to described soil layer, tilt around described hinged structure to make described test flume for test flume described in jack-up, or evenly load perpendicular to this side is applied with the gravity stress of simulation from slope, top body to described soil-rock slope body.
5. physical model test device according to claim 2, wherein, described hinged structure comprises a pair door-hinge, and described a pair door-hinge is welded in the groove on the bottom steel plate of described test flume, is inclined upwardly around described a pair door-hinge to enable described test flume.
6. physical model test device according to claim 1, wherein, a side of described test flume adopts tempered glass, has video camera in described tempered glass arranged outside.
7. physical model test device according to claim 1, wherein, described water supply installation is made up of water tank (1), described feed pipe (2), force (forcing) pump (3), one end of described feed pipe is arranged in described water tank, the other end of described feed pipe is connected to described flusher, and described force (forcing) pump is connected to described feed pipe.
8. the physical model test device according to claim 1 or 7, wherein, described flusher is connected to form by orifice type raindrop generator (4) and operation valve (6), described orifice type raindrop generator (4) is arranged across the top of described test flume, described feed pipe (2) is connected to described orifice type raindrop generator (4) via described operation valve (6), and the water supplied via described feed pipe (2) is sprayed onto in described test flume by the control of described operation valve (6) by described orifice type raindrop generator (4).
9. physical model test device according to claim 8, wherein, described orifice type raindrop generator (4) adopts polypropylene random copolymer pipe punching to make.
10. physical model test device according to claim 8, wherein, described orifice type raindrop generator (4) is 7 ~ 9 meters with the distance of the upper surface of slope body.
11. physical model test device according to claim 1, wherein, clay is selected in the rock stratum, described bottom of described soil-rock slope body, and described upper soil horizon is leiomyoma cells.
12. physical model test device according to claim 1, wherein, the upper surface of described soil-rock slope body is also coated with the underlying surface (5) for the surperficial vegetation at model engineering scene.
13. physical model test device according to claim 1, wherein, described sensor comprises multilayer sensor, ground floor sensor is embedded on the surface of contact of described upper soil horizon and rock stratum, described bottom, other layer of sensor is embedded in described upper soil horizon, and the signal that described sensor is measured is sent in computing machine by static resistance strainmeter.
The method for making of the physical model test device on 14. 1 kinds of soil-landslides, rock interface, comprising:
Steps A: make test platform, described test platform entirety is steel frame construction, is the cube box test flume of a side opening, arranges soil-rock slope body in it, a side of described test flume adopts tempered glass, the outer setting video camera of this side is with observation and the motion and the collapse state that record the soil body in described test flume, the open side of described test flume arranges feeder (9), the bottom of the open side of described test flume arranges hinged structure, welded top a pair hook in the side relative with described open side of described test flume is to realize the inclination of described test flume, the side relative with described open side of described test flume is provided with the lifting jack (7) perpendicular to this side, and described lifting jack is arranged on the position corresponding to the described soil body,
Step B: make water supply installation and flusher, described water supply installation is made up of water tank (1), feed pipe (2), force (forcing) pump (3), one end of described feed pipe is arranged in described water tank, the other end of described feed pipe is connected to described flusher, and described force (forcing) pump is connected to described feed pipe; Described flusher is connected to form by orifice type raindrop generator (4) and operation valve (6), described orifice type raindrop generator (4) is arranged across the top of described test flume, described feed pipe (2) is connected to described orifice type raindrop generator (4) center via described operation valve (6), makes described orifice type raindrop generator (4) be sprayed onto in described test flume by the control of described operation valve (6) by the water supplied via described feed pipe (2); Described orifice type raindrop generator (4) adopts polypropylene random copolymer pipe punching to make, polypropylene random copolymer pipe closed at both ends;
Step C: make soil-rock slope body, described soil-rock slope body is placed and is full of the bottom of test flume, comprises soil layer and rock stratum, described soil layer uses the soil measuring ground, and described rock stratum uses analog material to make; With
Step D: bury ground floor sensor underground on soil-rock surface of contact, bury one or more layers sensor again underground in soil layer, sensor connects static resistance strainmeter, and the data from sensor collection are sent to computing machine by static resistance strainmeter.
15. method for makings according to claim 14, described step C comprises:
Step C01: described rock stratum selects analog material to make, first measures infiltration coefficient and the ratio of similitude C of rock stratum in actual environment
kthen tested by " compactive effort and infiltration coefficient " and " under known compactive effort analog material physical and mechanical property " two, obtain the infiltration coefficient identical with rock stratum and the consistent required compactive effort of ratio of similitude, and the density of analog material under measuring described compactive effort, according to the rock volume of design, calculate the quality of analog material, then hit real laying in described compactive effort lower leaf;
Step C02: first measure the natural moisture content of the soil layer in actual environment and the unit weight under this natural moisture content, the gross mass needed for soil layer is gone out according to the volume computing that will lay, to the prototype soil that scene is fetched, calculate the quality meeting the dry ground quality required for unit weight under natural moisture content and water, then lay;
Step C03: lay for thicker soil layer layering, the Methods and steps C02 of laying is identical;
Step C04: the material covering the surperficial vegetation being used for model engineering scene on soil layer, as the underlying surface of test slope body; With
Step C05: different slopes body type design realizes by changing soil layer domatic, and body inclination angle, slope equals rock stratum slope angle, and the lifting jack using crane or bottom to install by the hook of described test flume upper weld changes body inclination angle, slope.
The method of 16. 1 kinds of use physical model test device according to claim 1, comprising:
Step 01: design rainfall scheme, and implement described rainfall scheme; With
Step 02: observation sensor data, the state of observing earth-rock slope body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410734119.1A CN104459086B (en) | 2014-12-05 | 2014-12-05 | The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410734119.1A CN104459086B (en) | 2014-12-05 | 2014-12-05 | The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104459086A CN104459086A (en) | 2015-03-25 |
| CN104459086B true CN104459086B (en) | 2016-04-06 |
Family
ID=52905475
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410734119.1A Active CN104459086B (en) | 2014-12-05 | 2014-12-05 | The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104459086B (en) |
Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104897429B (en) * | 2015-06-30 | 2017-09-01 | 重庆大学 | Adopt bedding plane landslide test method in mine |
| CN105070175A (en) * | 2015-08-05 | 2015-11-18 | 三峡大学 | Two-dimensional landslide model |
| CN109425723A (en) * | 2017-09-01 | 2019-03-05 | 中国矿业大学(北京) | Underground water and the simulation of condition of raining slope and monitoring system |
| CN108572246A (en) * | 2018-02-08 | 2018-09-25 | 西安科技大学 | A kind of multi-functional landslide impact strength test platform |
| CN108847079B (en) * | 2018-06-27 | 2020-09-29 | 水利部交通运输部国家能源局南京水利科学研究院 | Soil body crack inducing device and method for emergency drilling |
| CN110333334A (en) * | 2019-06-19 | 2019-10-15 | 同济大学 | Simulate the physical model test device of embankment engineering interface Inundation Deformation unstability |
| CN110749725B (en) * | 2019-11-26 | 2023-07-14 | 大连理工大学 | Testing device and testing method for monitoring submarine landslide quality transportation process |
| CN111272979A (en) * | 2020-02-28 | 2020-06-12 | 中交第一公路勘察设计研究院有限公司 | Saline soil water and salt migration test device and method thereof |
| CN111354255B (en) * | 2020-04-01 | 2021-08-20 | 河海大学 | Geotechnical engineering landslide model test box |
| CN114527022A (en) * | 2022-02-15 | 2022-05-24 | 山东高速集团有限公司 | Red mud-based cementing material road environment evaluation simulation system and method |
| CN114689822B (en) * | 2022-03-31 | 2023-03-17 | 中国电建集团成都勘测设计研究院有限公司 | Device for measuring capillary water rising height of soil body on site and using method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201681162U (en) * | 2010-05-18 | 2010-12-22 | 重庆大学 | Landslide simulation experiment device |
| KR20120073406A (en) * | 2010-12-27 | 2012-07-05 | 상지대학교산학협력단 | Landslide calibration chamber test set that using artificial rainfall simulator |
| CN103353516A (en) * | 2013-05-27 | 2013-10-16 | 中国地质大学（武汉） | Large movable lateral uplifting composite lading slope physical model test apparatus |
| CN203561633U (en) * | 2013-11-29 | 2014-04-23 | 三峡大学 | Three-dimensional artificial rainfall reservoir type physical slide model test equipment |
| CN203659310U (en) * | 2013-11-26 | 2014-06-18 | 东华理工大学 | Extreme rainfall induced landslide indoor simulation experiment platform |
| CN104020262A (en) * | 2014-06-23 | 2014-09-03 | 重庆大学 | Laboratory experiment system for simulating sliding process of landslide along three-dimensional terrain |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101349710B1 (en) * | 2013-04-29 | 2014-01-10 | 한국지질자원연구원 | Apparatus for soil box experiment applying vertical vibration |
-
2014
- 2014-12-05 CN CN201410734119.1A patent/CN104459086B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201681162U (en) * | 2010-05-18 | 2010-12-22 | 重庆大学 | Landslide simulation experiment device |
| KR20120073406A (en) * | 2010-12-27 | 2012-07-05 | 상지대학교산학협력단 | Landslide calibration chamber test set that using artificial rainfall simulator |
| CN103353516A (en) * | 2013-05-27 | 2013-10-16 | 中国地质大学（武汉） | Large movable lateral uplifting composite lading slope physical model test apparatus |
| CN203659310U (en) * | 2013-11-26 | 2014-06-18 | 东华理工大学 | Extreme rainfall induced landslide indoor simulation experiment platform |
| CN203561633U (en) * | 2013-11-29 | 2014-04-23 | 三峡大学 | Three-dimensional artificial rainfall reservoir type physical slide model test equipment |
| CN104020262A (en) * | 2014-06-23 | 2014-09-03 | 重庆大学 | Laboratory experiment system for simulating sliding process of landslide along three-dimensional terrain |
Non-Patent Citations (1)
| Title |
|---|
| 降雨作用下滑坡转化泥石流分析研究;李驰等;《土木工程学报》;20101130;第43卷;第1.1-1.2节 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104459086A (en) | 2015-03-25 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104459086B (en) | The physical model test device on a kind of soil-landslide, rock interface and preparation method thereof and using method | |
| CN102094432B (en) | Model for causing ground setting due to engineering environment effect and test method thereof | |
| CN105974088B (en) | Surface subsidence experimental rig and test method caused by a kind of water level Circularly liftable | |
| CN105242028B (en) | One kind is taken out filling by skyscraper load and subsoil water and causes soil body delaminating deposition model test apparatus and test method | |
| CN110793964B (en) | Rainfall-induced soil landslide field simulation test system | |
| CN107037195A (en) | Water-level fluctuation influences experimental rig and method to lower sleeping ice sheet talus slope stability | |
| CN111551694B (en) | Slope instability experimental device and method with rainfall and overload as inducers | |
| CN101988886A (en) | Simulation test device for studying slope runoff and underground hole fissure flow | |
| CN109709308A (en) | One kind adopting water type ground fissure physical model test device and test method | |
| CN104900130A (en) | Foundation pit pouring demonstrator and foundation pit pouring experiment research method thereof | |
| CN104632244A (en) | Method for determining influences of land subsidence on subway tunnel settlement and protecting tunnel structure | |
| CN201859104U (en) | Simulation test device for researching sheet flow and underground hole fissure flow | |
| CN115047171A (en) | Multi-cause gravel soil slope model rainfall infiltration deformation failure test method and device | |
| CN108152476A (en) | A kind of Gu Gou protects plateau engineering measure simulator and its analogy method and application | |
| CN109162291A (en) | Big thickness collapsible loess area blower foundation foundation structure and its construction method | |
| CN211086225U (en) | Test device for observing different flooding-resistant strengths of different stages in crop growth cycle | |
| CN108489746A (en) | The device and method that earth pressure gauge monitoring model shield machine is laid in soil output | |
| CN106013267B (en) | A kind of vertical anti-pulling concrete model stake and its method of construction and application | |
| CN205530394U (en) | Testing arrangement of stake side burden frictional resistance | |
| CN210090196U (en) | Precipitation funnel soil cavity collapse test analogue means down | |
| Zhao et al. | Field infiltration of artificial irrigation into thick loess | |
| CN207366547U (en) | A kind of runoff of sloping field is with corroding sink experimental provision | |
| CN105137042A (en) | Method and device for determining construction position of water storage project on Karst slope | |
| CN202770828U (en) | Testing device for simulating and adjusting buried depth of underground water level of soil | |
| CN101130954A (en) | Vacuum decompression method for adjustable pressure water in series |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |