CN1584542A - Analogic testing device for water induced landslide and method for monitoring shift of land top surface - Google Patents
Analogic testing device for water induced landslide and method for monitoring shift of land top surface Download PDFInfo
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- CN1584542A CN1584542A CN 200410042628 CN200410042628A CN1584542A CN 1584542 A CN1584542 A CN 1584542A CN 200410042628 CN200410042628 CN 200410042628 CN 200410042628 A CN200410042628 A CN 200410042628A CN 1584542 A CN1584542 A CN 1584542A
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Abstract
A test device consists of test box, water supply system and landshide body set on the test box. It is featured as presenting test table top surface to level as required dip angle, separating box inner cavity into several independent chambers connected to several independent water supply, setting water outlet hole on box top surface; forming landslide body from bottom to top with clay layer, water insolating layet and sliding layet. A method for detecting surface flow displacement is also disclosed by the present invention.
Description
Technical field
The present invention relates to a kind of water and bring out landslide simulation test device and domatic displacement monitoring method.
Background technology
Under field conditions (factors), cause that the reason on landslide has a lot, various factors interacts and finally causes the generation of disaster, and is wherein common by the landslide phenomenon of aquiclude initiation.Generally speaking, aquiclude all is a clay seam, it also is the soft interlayer in the sliding mass, this interlayer is easy to form sliding surface under gravity and phreatic effect, as Yu Dong Yunyang JiBaZi landslide before huge cunning, several meters to more than 10 meters in landslide body surface portion is thick all to be compact structure, the silty clay of water permeability extreme difference, between its time and the slipping plane is the good fragmented rock body of water permeability, sliding bed is the mud stone of bad hydraulic permeability, the gliding mass trailing edge exposes fragmented rock body and has creep drawing crack seam to distribute, the infiltration of ground surface condition is good, and extra torrential rain is especially when the slabstone ditch behind the blocked and ponding Cheng Ku, surface water infiltrates in a large number, underground water table sharply raises, and has produced powerful pore water pressure and flowing pressure, makes the safety coefficient of sliding mass descend 0.24～0.36.This shows that pore water is the key factor of bringing out this type of landslide.The effect of water in landslide Stability Analysis mainly comprises aspect three: the intensive parameter that makes clay seam of infiltrating of rainfall reduces; Reduce the normal stress of slipping plane top, reduce friction resistance, and then reduce the skid resistance of slumped mass; Flowing pressure has increased sliding force along the thrust that the side slope free face produces.Many researchists have ever made analysis to the factor of water in the sliding mass, the influence of flowing pressure to sliding mass stability has been discussed, point out when having big hydraulic slope in the sliding mass, flowing pressure is that seepage pressure is the factor that preventing land slide must be considered, water pressure can reduce the effective stress on the sliding surface, thrust along free face can increase sliding force, and provided the computing formula of stability factor when considering flowing pressure, also adopt distinct element method to analyze the come down pressure of water of WuLong and bring out the influence on landslide.
Now people have had more understanding to water to the influence of slope stability, but can't carry out other analysis to certain factor wherein, and find out its basic law.In containing the massif of aquiclude, it is a general phenomenon that there is piestic water the below of aquiclude, people it is generally acknowledged that the softening of clay is the main cause of bringing out the landslide, when softening or softening factor is not obvious when aquiclude so, whether also can produce the landslide? as shown in Figure 1, when crack 2 infiltrations of rainwater along massif, then the water pressure of aquiclude below will raise, and along the soil layer of higher permeability to the infiltration of the downstream of sliding mass 1, formation artesian aquifer sliding mass 1 in.The water level of crevice water is relevant after the pressure of this water layer and the rainfall, if quantity of precipitation is bigger, the pressure of crevice water is suitable with the weight of last overburden layer, here the effective normal stress of aquiclude will obviously reduce, thereby reduced skid resistance, and the sliding force of sliding mass 1 does not reduce, so landslide disaster has just taken place.Existing research method and device can not obtain to study artesian aquifer and bring out the required parameters in landslide, simultaneously, the research that present side slope is regularly forecast focuses mostly on the mathematics manipulation of side slope time-displacement curve, in short-time forecast or to face aspect the sliding forecast be rational, but this curve is not dull smooth, usually be irregular broken line, this makes facing of side slope sliding state be difficult to intuitively, judge easily, is taken precautions against natural calamities, mitigation brings certain difficulty.
Summary of the invention
Deficiency at the prior art existence, the water that the object of the present invention is to provide relation between a kind of critical pore water pressure, sliding mass unstability and piestic water area can be to the sliding mass unstability time etc. to study brings out the landslide simulation test device, and the present invention also provides a kind of easy judgement side slope that should go to face the domatic displacement monitoring method of sliding state further.
For achieving the above object, water of the present invention brings out the landslide simulation test device and comprises testing table, chamber, water system and be arranged on sliding mass in the chamber, the upper surface of testing table is horizontal by the required inclination angle, landslide of test, chamber is arranged on the testing table, the inner chamber of chamber is divided into several independently compartments along the testing table vergence direction, these independently compartment be connected with water system independently respectively, the upper surface of chamber is provided with permeable hole, and sliding mass is clay seam, water-resisting layer and sliding layer from the bottom to top.
Further, the both lateral sides of described chamber is provided with baffle plate.
Further, described water system is made up of water storage tank, inlet water tank and aqueduct, can realize the constant of intake pressure by water storage tank and inlet water tank, the valve by regulating inlet water tank or change discharging height of water level in water storage tank, the inlet water tank and can change pressure in the chamber.
Further, described water-resisting layer is plastic sheeting or rubber film.
Further, described sliding layer is block stone layer and sand layer from the bottom to top, and wherein the sand layer extends to the sloping end of testing table always.
Further, described testing table is a supporting structure, and described chamber and testing table are hinged, and the testing table below is provided with hydraulic feed device, and chamber can be rotated around jointed shaft under the effect of hydraulic feed device, realizes the adjustment to the inclination angle, landslide.
Further, be provided with measurement mechanisms such as hydraulic pressure sensor, landslide displacement sensor in the described sliding mass.
A kind ofly judge that side slope faces the domatic displacement monitoring method of sliding state: arrange grid at slope surface, and at corresponding grid intersection place placement monumented point, in sloping body downslide process, kinematic parameter to monumented point is noted down, and determines sliding state of facing of side slope by the analysis to the monumented point kinematic parameter.
Further, in sloping body downslide process, with Digital Video to the entire test track up of fixing a point, note slope deformation, displacement situation, measure the displacement of each monumented point afterwards by the mode of single frames capture, draw the number of each moment monumented point and the relation curve between the displacement at last, face sliding state by the analysis of relation curve being determined whether side slope is in.
Further, the grid of described slope surface adopts the colored pigment drafting to form.
The present invention is by custom-designed landslide experiment porch and experimental box, created the condition of artesian aquifer in landslide aquiclude and the generation sliding mass, relation between critical pore water pressure, sliding mass unstability and the piestic water area in the time of can be to the sliding mass unstability etc. is studied, thereby obtain prevention and administer the required parameters in landslide, also can judge whether side slope is in and face sliding state, simply should go by the monumented point that analysis is arranged on landslide surface.
Description of drawings
Fig. 1 is the sliding mass structural representation;
Fig. 2 brings out the structural representation of landslide simulation test device for water of the present invention;
Fig. 3 brings out the diagrammatic cross-section of landslide simulation test device for water of the present invention;
Fig. 4 is monumented point number-displacement histogram.
Embodiment:
As Fig. 2, shown in Figure 3, the upper surface of testing table 8 is horizontal by the required inclination angle, landslide of test, here be set at α, rectangular parallelepiped chamber 7 is arranged on the testing table 8, chamber 7 long 1.35m, wide 1.1m, thickness 5cm, evenly be divided into 9 independently compartments along its length, compartment by the bottom right to upper left being labeled as respectively 1-9 number, each compartment has water feed apparatus and piezometric tube 17 separately, piezometric tube 17 is installed in the middle part of little compartment side, measure pressure in the casing by the height of the water column in the measuring tube 17 like this, this pressure is considered to the indoor mean pressure of this septulum, it also is the mean pressure of the pore water of the basement rock bottom above this chamber correspondence, the upper surface of chamber 7 is provided with uniform permeable hole, in order to seep water to clay seam 6, arrow is depicted as the infiltration direction among the figure, sliding mass is the clay seam 6 of simulating nature geologic structure from the bottom to top, water-resisting layer 5 and sliding layer, clay seam 6 thickness are 2cm, water-resisting layer 5 is plastic sheeting or rubber film, sliding layer is block stone layer 4 and sand layer 3 from the bottom to top, the thickness of sand layer and block stone layer is 10cm, wherein sand layer 3 extends to the sloping end of testing table 8 always, form angle β with surface level, in sliding mass, be provided with hydraulic pressure sensor, measurement mechanisms such as landslide displacement sensor, be convenient adjustment to the landslide inclination alpha, testing table 8 can be designed to supporting structure, the base of chamber 7 and testing table 8 are hinged, the below of testing table 8 is provided with hydraulic feed device, chamber 7 can be rotated around jointed shaft under the effect of hydraulic feed device, thereby realize adjustment to the landslide inclination alpha, certainly, also can adopt derricking gear realize to the landslide inclination alpha adjustment.
The both lateral sides on chamber 18 tops is provided with baffle plate 11 and baffle plate 16, water system is made up of water storage tank 9, inlet water tank 10 and aqueduct, can realize the constant of intake pressure by water storage tank 9 and inlet water tank 10, the valve by regulating inlet water tank or change discharging heights of water level in water storage tank 9, the inlet water tank 10 and can change water pressure in the chamber 18.
As shown in Figure 2, in the research computation process of experiment, the parameter of influence stability has:
(1) geometric parameter:
The thickness t 1 of landslide inclination alpha, slope angle β, block stone layer; The thickness t 2 of sand layer;
(2) physical parameter:
Effective cohesion of clay seam and effective angle of inner friction c ', φ '; The severe γ of piece stone
1The severe γ of sand
2Pore water pressure u;
(3) boundary condition:
There is baffle plate experimental box upper lateral both sides, can think that the friction factor f between native stone body and baffle plate remains unchanged in whole distortion, sliding process.
In process of the test, α=18 °; T1=t2=10cm; γ
1=2.65kg/cm
3γ
2=1.5kg/cm
3, test clay at every turn and all be in state of saturation, so c ', φ ' is a constant in each time test; Test find when sand abundant when saturated its shear resistance very weak, so slope angle β can ignore the influence of test findings.Since gliding mass be upper surface along chamber to lower slider, lateral pressure is less, so the friction force of both sides also can be ignored.
According to the principle of effective stress of Tai Shaji, that the stability of sliding mass is worked is effective stress σ ', and the effective cohesion and the effective angle of inner friction c ' of clay seam, φ ', and the safety coefficient of the sliding mass of obtaining thus is:
In the formula, the total normal stress of σ-on sliding surface, form by the last overlying strata soil body;
σ＝(γ
1t
1+γ
1t
1)cosα??????????????(2)
Pore water pressure in the u-crack;
C ' in the test, φ ', α, t1, t2, γ
1, γ
2All be definite value, so to having only that the stability of sliding mass exerts an influence
This characteristic.
For easy to operate, test is limited in 1～8 chamber compartment unit scope.In process of the test,, lower floor's clay was soaked 3-4 hour, make clay fully saturated in advance to the casing water-filling and make water pressure invariableness about the 10cm water column.Again each locellus while of chamber is progressively improved water pressure after this and test, each pressurization will wait until after the distortion of rock soil mass tends towards stability and just improve hydraulic pressure once more that the time interval between twice pressurization is no less than 20 minutes for this reason afterwards.Each change before the pressure, all will measure and record afterwards, until whole sliding mass unstability to the water pressure in the piezometric tube.Concrete test figure is as shown in table 1.
Table 1: test statistics table during the pressurization of the whole water-filling simultaneously of chamber
Obtain the total normal stress σ on the sliding surface and its unit be converted to the cm water column by formula (2):
| The test sequence number | The water pressure of each unit (cm water column) | Average water pressure (cm water column) | |||||||
| Each unit number | |||||||||
| ????1 | ????2 | ????3 | ????4 | ????5 | ????6 | ????7 | ????8 | ||
| ????1 | ????28 | ????30 | ????32 | ????33 | ????37 | ????34 | ????35 | ????29 | ????32.25 |
| ????2 | ????33 | ????34 | ????28 | ????30 | ????32 | ????30 | ????33 | ????27 | ????30.875 |
| ????3 | ????31.5 | ????34 | ????35 | ????33.5 | ????34 | ????32 | ????28.5 | ????30.5 | ????32.375 |
| ????4 | ????33 | ????35 | ????34 | ????36 | ????33 | ????30 | ????28 | ????31 | ????32.5 |
| ????5 | ????31 | ????30 | ????29 | ????33 | ????30 | ????33 | ????34 | ????30 | ????31.25 |
Table 2: during the sliding mass unstability, the total normal stress σ relation on critical pore water pressure u and the sliding surface
| The test sequence number | ????1 | ????2 | ????3 | ????4 | ????5 |
| Critical pore water pressure u (cm water column) | ??32.25 | ??30.875 | ??32.375 | ??32.5 | ??31.25 |
| Total normal stress σ on the sliding surface (cm water column) | ??39.47 | ??39.47 | ??39.47 | ??39.47 | ??39.47 |
| Scale-up factor u/ σ (%) | ??81.7 | ??78.2 | ??82.0 | ??82.3 | ??79.2 |
As can be seen from Table 2, about the ratio of the total stress that the pore water pressure and the last overlying strata soil body form on sliding surface reaches 80% in, unstability must take place in sliding mass.
When the crack of a large amount of rainwater along massif penetrates under the aquiclude, below aquiclude, form higher artesian aquifer, when the pressure of piestic water is suitable with the weight of last overburden layer, can determine the stability of sliding mass by the area that detects piestic water.
In this part test, earlier 9,8 two compartment cell pressure on chamber top are transferred to the 40cm water column, kept 20 minutes.Successively following cell pressure is heightened the water column to 40cm then, be about 20 minutes the interval time in the middle of each the adjustment, until sliding.Make in the stable process of distortion keep-uping pressure, the pressure of each unit fluctuates to some extent, and we are controlled at it between 2-3cm water column.In heightening the process of pressure, hydraulic pressure has the phenomenon of downward transmission, and during to the 40cm water column, the pressure of Unit the 6th is the 14cm water column such as the 7th style.Because pressurization is to be begun by the unit of going up most, so the unstability of rock soil mass all shows as whole the slip in the test of each time.
The number of unit of pressurization when table 3 rock soil mass is unbalance
| The test sequence number | ????1 | ????2 | ????3 | ????4 | ????5 | ????6 |
| The number of unit of pressurization when taking place to slide | ????6 | ????4 | ????4 | ????3 | ????3 | ????3 |
When the pressure of casing reaches the 40cm water column, the rock soil mass on this casing top is in suspended state basically, promptly going up the overlying strata soil body is balanced by pore water pressure substantially at the normal stress that sliding surface forms, can see as the 30%-40% that accounts for overall area by the test findings in the table 3 and to be in this state following time, whole sloping body can estimate the stability of side slope in view of the above comparatively easily with instability.
For judging the sliding state that faces of side slope, in the middle of test, arranged the grid of 20cm * 19cm with colored pigment (as white) at slope surface, and at the white triangle monumented point of corresponding grid intersection place placement, with Digital Video to the entire test track up of fixing a point, note rising slope deformation along with pressure, the displacement situation, afterwards by the single frames capture, and measure the displacement of each monumented point, draw the number of each moment monumented point and the relation curve between the displacement at last, therefrom we can be easy and clearly find sliding state of facing of side slope, and concrete condition as shown in Figure 4.
Can be clear that the evolution process of side slope unstability from figure, the side slope of Fig. 4-1 is in original state, the displacement of all failing of all monumented points; Fig. 4-the 2nd, the state of side slope before unstability, monumented point is continuous distribution in each displaced segments; Shown in Fig. 4-3, the 4-4 is that side slope is in and faces sliding state, and the total displacement of all monumented points is all less, but it distributes beginning discontinuous, begun to occur the crack on this explanation side slope, whole side slope is in the hole; Side slope shown in Fig. 4-5 is slided on a large scale; Fig. 4-6 is illustrated in has new crack to produce again in the slope sliding process.So by monumented point is set on side slope, the displacement of periodic observation monumented point, particularly before and after rainfall, to strengthen the density of observation, and draw out the histogram of monumented point number and displacement, can make things convenient for, judge effectively the security of side slope, find sliding state of facing of side slope comparatively exactly, thereby reduce the loss that disaster is brought.
Claims (10)
1, a kind of water brings out the landslide simulation test device, it is characterized in that, comprise testing table, chamber, water system and be arranged on sliding mass in the chamber, the upper surface of testing table is horizontal by the required inclination angle, landslide of test, chamber is arranged on the testing table, the inner chamber of chamber is divided into several independently compartments along the testing table vergence direction, these independently compartment be connected with water system independently respectively, the upper surface of chamber is provided with permeable hole, and sliding mass is clay seam, water-resisting layer and sliding layer from the bottom to top.
2, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, the both lateral sides of described chamber is provided with baffle plate.
3, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, described water system is made up of water storage tank, inlet water tank and aqueduct, can realize the constant of intake pressure by water storage tank and inlet water tank, the valve by regulating inlet water tank or change discharging height of water level in water storage tank, the inlet water tank and can change pressure in the chamber.
4, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, described water-resisting layer is plastic sheeting or rubber film.
5, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, described sliding layer is block stone layer and sand layer from the bottom to top, and wherein the sand layer extends to the sloping end of testing table always.
6, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, described testing table is a supporting structure, described chamber and testing table are hinged, the testing table below is provided with hydraulic feed device, chamber can be rotated around jointed shaft under the effect of hydraulic feed device, realizes the adjustment to the inclination angle, landslide.
7, water as claimed in claim 1 brings out the landslide simulation test device, it is characterized in that, is provided with measurement mechanisms such as hydraulic pressure sensor, landslide displacement sensor in the described sliding mass.
8, a kind ofly judge that side slope faces the domatic displacement monitoring method of sliding state: arrange grid at slope surface, and at corresponding grid intersection place placement monumented point, in sloping body downslide process, kinematic parameter to monumented point carries out record, determines sliding state of facing of side slope by the analysis to the monumented point kinematic parameter.
9, judgement side slope as claimed in claim 8 is faced the domatic displacement monitoring method of sliding state, it is characterized in that, in sloping body downslide process, with Digital Video to the entire test track up of fixing a point, note slope deformation, displacement situation, measure the displacement of each monumented point afterwards by the mode of single frames capture, draw the number of each moment monumented point and the relation curve between the displacement at last, face sliding state by the analysis of relation curve being determined whether side slope is in.
10, judgement side slope as claimed in claim 8 is faced the domatic displacement monitoring method of sliding state, it is characterized in that, the grid of described slope surface adopts colored pigment to draw and forms.
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