CN107688895A - A kind of frost thawing type landslide safety analysis and move distance measuring method - Google Patents
A kind of frost thawing type landslide safety analysis and move distance measuring method Download PDFInfo
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Abstract
A kind of frost thawing type landslide safety analysis and move distance measuring method belong to hazards control security technology area.The present invention includes two big computing modules, respectively security computing module and move distance computing module, establishes rigid block movement model, calculates safety coefficient, determines critical-temperature, temperature exceedes critical-temperature, landslide failure.Wall element and bar module unit are divided to the landslide of above-mentioned unstability, calculate speed and distance in the motion process of landslide.The present invention can be 1:The security to be come down in 10000 frozen soil enumeration district figure amplitude ranges according to temperature change to frost thawing type carries out Fast Evaluation, and evaluation efficiency is better than numerical simulation evaluation method 70%.Meanwhile can according to algorithm above to landslide can movable scope calculate.
Description
Technical Field
The invention relates to a freeze-thaw landslide safety analysis and movement distance measurement method, belongs to the technical field of geological disaster prevention and control safety, and is widely applied to landslide safety evaluation and movement range evaluation in a freeze-thaw area.
Background
Xinjiang, qinghai, tibet, inner Mongolia, heilongjiang and the like are permafrost or seasonal frozen soil areas, a series of freezing-thawing landslide instability problems such as thawing mud flow, hot-thawing slumping and the like gradually rise, and serious threats are formed on western construction, line driving safety and resident life and property safety. Therefore, scientific analysis on the safety of the freeze-thaw landslide in the frozen soil area and measurement and calculation on the possible movement range of the freeze-thaw landslide are urgently needed.
Different from other landslide types, temperature change is a key factor for triggering freeze-thaw landslide, the safety analysis of the freeze-thaw landslide at present is mostly simplified into a landslide calculation method with an infiltration line, the influence of temperature is ignored, and a numerical calculation method considering water, heat and force coupling is too deep in theory, has a plurality of parameters, is too complex in debugging process, is universal in the multi-solution condition of the result, and cannot be understood and applied by wide geological workers.
Meanwhile, the domestic landslide movement distance measuring and calculating method is mainly based on empirical statistics, but the method is only rough and inaccurate. Recently developed mechanical calculation methods, such as block spring models, strip models, continuous medium models and discrete element models, are still in the scientific research stage. The segmentation model is accepted by technicians as a method with clear mechanical significance, high calculation efficiency and strong applicability, but the interaction between the segments is a difficult point of current research, and the influence on the movement distance of the landslide is great.
The landslide safety evaluation and the motion range evaluation in the freezing and thawing area have important social significance and economic value. If the safety and the motion range of the landslide in the freezing and thawing area are not known clearly, the construction and the operation of traffic lines, public infrastructures and new urban areas in the area are hindered or restricted, the important development strategy planning of the country is influenced, and immeasurable loss is brought.
Disclosure of Invention
The object of the present invention is to provide a conceptual and understandable method for solving the above-mentioned disadvantages. The specific technical scheme is as follows:
a freeze-thaw landslide safety analysis and movement distance measuring and calculating method comprises two calculation modules which are a safety calculation module and a movement distance calculation module respectively, and is characterized by further comprising the following steps of:
step 1, acquiring basic terrain, geological parameters, temperature parameters, river water system parameters, landslide point and non-landslide point position parameters of a space to be predicted;
and 2, establishing a rigid block model, calculating a safety coefficient, and determining a critical temperature, wherein the temperature exceeds the critical temperature, and the landslide is unstable. The rigid block model is a rigid rectangular block, and the model is successfully applied to analysis and calculation of seismic landslide, such as Newmark seismic analysis, see Wang Tao, etc. the rapid evaluation of regional seismic landslide risk based on the simplified Newmark displacement model-Wenchuan Ms8.0 earthquake is taken as an example-engineering geology report 2013, volume 21 (No. 1). The step 2 specifically further comprises:
2.1 Building a rigid block landslide model;
2.2 The safety coefficient of the landslide model in the non-melting state is calculated, and the specific calculation formula is as follows:
F s ＝Wcosαtanφ/Wsinα＝tanφ/tanα
wherein:
F s : the safety factor of the landslide model;
w: weight of the landslide model;
phi: an internal friction angle;
α: a slope inclination angle;
2.3 Force balance formula of the downhill slope model in the melted state is calculated, and the specific calculation formula is as follows:
P w +Wsinα＝Wcosαtanφ
wherein:
P w : pore water pressure;
2.4 On a computer according to the formula:
M w ＝a|K| -b
a relationship between water content and temperature is obtained. Wherein:
M w : water content;
a. b: the empirical constant related to the soil texture can be obtained according to a test curve of the change of the unfrozen water content of the frozen soil in the region along with the temperature. A can be obtained by measuring the water content of the frozen soil at K = minus 1 ℃, and b can be obtained by measuring the water content of the frozen soil at K = any negative temperature;
k: carrying out negative temperature;
2.5 Calculate water content versus pore water pressure:
wherein:
γ w : the severity of the water;
γ: the severity of the slide;
m: the proportion of water.
Obtaining the safety coefficient relation between the critical temperature of the landslide in the melting state and the landslide in the non-melting state, and judging whether the landslide is in the instability state according to the critical temperature, wherein the specific calculation formula is as follows:
and 3, dividing the unstable landslide into a wall unit and a block unit, and calculating the speed and the distance in the landslide motion process. The strip block unit is used for carrying out unit cutting on the landslide by a strip division method, and the method is mature, for example: in a Swedish scoring method, a Mogensten-Price scoring method and the like in landslide static stability analysis, the more the number of cut units is, the higher the precision is, and the longer the calculation time is. The concrete principle can be obtained according to Chen Zuyu, soil slope stability analysis, principle, method and procedure. The proposed wall units, and more specifically the wall units without thickness, understand and calculate the interaction between the blocks in the form of active and passive earth pressure on the retaining wall, and the concrete retaining wall earth pressure principle can be found in Gong Xiaona "earth mechanics". The step 3 specifically comprises the following steps:
3.1 Dividing the rigid block landslide model into wall units and strip units, wherein the wall units are non-thickness units;
3.2 Calculating the soil pressure P applied to the wall unit according to the following formula;
wherein:
K i : and the lateral pressure coefficient of the ith wall unit is 1.0. Non-fluid is associated with a tangential strain increment epsilon detailed in step 3.8;
H i : height of ith wall element;
gradient related to height and displacement of wall and bar units.
3.3 Selecting a friction type rheologic base resistance model to obtain frictional resistance T;
T＝γH i cosα(1-r u )tanφ
wherein:
r u : pore water pressure coefficient;
3.4 Calculating a resultant force F applied to the wall unit;
F＝γH i sinα+P-T
3.5 Calculate wall element velocity V;
wherein:
V i 、V i ': the new and old speeds of the ith wall unit;
Δ t: a time step;
g: acceleration of gravity;
3.6 Computing displacement S, s of the wall body and the bar block unit;
wherein:
S i 、S i ': new and old displacement of the ith wall unit;
S i+1 : the (i + 1) th wall unit is newly displaced;
s j : the jth block unit shift.
3.7 Calculating the heights H and H of the blocks and the wall units;
wherein:
D j : the jth block unit volume;
h j-1 、h j : the j-1 th and j-th block unit heights;
H i : the ith wall element height;
3.8 Calculating the rigidity K, k of the wall units and the bar and block units;
(3.8.1) the tangential strain delta ε for the jth block unit is first obtained j The following formula:
wherein:
ε j : the tangential strain increment of the jth bar element.
(3.8.2) calculationObtaining the active and passive earth pressure coefficient k ai 、k pi The following formula:
wherein:
δ i : a friction angle at the bottom of the ith wall unit;
k ai : the active soil pressure coefficient of the ith wall unit;
k pi : the passive soil pressure coefficient of the ith wall unit;
(3.8.3) calculating stiffness coefficient k s
When epsilon j At > 0, i.e. extended state, k s ＝40(k ai -k pi )
When epsilon j < 0, i.e. compression state, k s ＝20(k ai -k pi )
(3.8.4) calculating Bar Block Unit stiffness k
k j ＝k j '+k s ε j
Wherein:
k j 、k j ': the new and old stiffness of the jth block unit;
k s : and calculating the rigidity coefficient.
(3.8.5) calculating the product of the height and displacement-related gradient of the wall and the bar block unit and the wall side pressure coefficientAnd 3.2) calculating the soil pressure P borne by the wall unit.
Wherein:
k j-1 : the j-1 th block unit new stiffness.
s j-1 : the j-1 th block unit displacement.
Advantageous effects
The freeze-thaw landslide safety analysis and movement distance measurement method can quickly evaluate the safety of the freeze-thaw landslide according to temperature change within the picture range of 1. Meanwhile, the range of possible motion of the landslide can be measured and calculated according to the algorithm.
In conclusion, the invention has significant technical progress and obvious positive effect, and is a novel, advanced and practical technical method.
The foregoing description is only an overview of the technical solutions of the present invention, and in order to make the technical means of the present invention more clearly understood, and to make the implementation of the technical means in accordance with the content of the description, and to make the above and other objects, features, and advantages of the present invention more apparent, the following preferred embodiments are specifically illustrated below, and the detailed description is given in conjunction with the accompanying drawings.
Drawings
FIG. 1 is a schematic flow chart of a freeze-thaw landslide safety analysis and movement distance measurement method according to the present invention;
FIG. 2 is a schematic diagram of a calculation flow of the freeze-thaw landslide safety analysis module of FIG. 1;
FIG. 3 is a schematic diagram illustrating a calculation process of the movement distance measuring module in FIG. 1;
FIG. 4 is a computational model diagram of a rigid block in an unfreezing state for safety analysis of freeze-thaw landslide;
FIG. 5 is a diagram of a computational model of a rigid block in a thawed state for freeze-thaw type landslide safety analysis;
FIG. 6 is a diagram of a wall and bar block unit calculation model for calculation and analysis of motion distance;
FIG. 7 is a schematic diagram illustrating calculation of rigidity of wall and block units in FIG. 6;
FIG. 8 is a diagram illustrating the determination of critical temperature in the safety analysis of freeze-thaw landslide in the example;
FIG. 9 is a schematic diagram of landslide motion in distance measurement and analysis in an embodiment;
Detailed Description
For further description of the present invention, the safety analysis and the movement distance measuring method of the freeze-thaw landslide according to the present invention will be described in detail with reference to the accompanying drawings and examples.
Step 1: selecting a certain freeze-thaw type landslide, and measuring parameters such as density, gradient, internal friction angle, temperature, water content and the like of the landslide.
Step 2: simplifying the landslide into a rigid block calculation model, and calculating the safety factor F of the rigid slide block in the non-melting state S According to the formulaAnd obtaining corresponding critical temperature (negative value), wherein a and b are empirical constants related to soil texture, and the corresponding critical temperature (negative value) can be obtained according to a test curve of the variation of the unfrozen water content of the frozen soil in the area along with the temperature. And a can be obtained by measuring the water content of the frozen soil at K = -1 ℃, and b can be obtained by measuring the water content of the frozen soil at K = any negative temperature. Combining the temperature monitoring curve of a certain frozen soil area in the west, see fig. 8, wherein the landslide critical temperature is calculated to be-1.1 ℃, then when the temperature is higher than-1.1 ℃, the landslide is unstable, namely the landslide is unstable after 3 months and 23 days.
And step 3: continuously dividing the landslide into a wall body and strip units, calculating the soil pressure borne by the wall body units and the bottom frictional resistance, and then calculating the resultant force borne by the wall body units; further calculating the speed, displacement, height and rigidity of the wall and the strip block units; and substituting the formula into the calculation formula of the soil pressure of the wall unit at the next time step, and sequentially carrying out iterative calculation. The calculation of the step is realized in software, the length of a strip in the software is 250m, the strip is divided into 25 sections of strip units, namely 26 sections of wall units, the strip units slide downwards from a slope of 37 degrees, the internal friction angle is 22 degrees, the friction angle at the bottom of a sliding block is 22 degrees, the final sliding state is shown in figure 9, and the sliding distance is about 140m.
The embodiments described in this specification are merely illustrative of implementation forms of the inventive concept, and the scope of the present invention should not be considered limited to the specific forms set forth in the embodiments, but also equivalent technical means that can be conceived by one skilled in the art based on the inventive concept.
Claims (1)
1. A freeze-thaw landslide safety analysis and movement distance measuring and calculating method is characterized by comprising the following steps of:
step 1, acquiring basic terrain, geological parameters, temperature parameters, river water system parameters, landslide point and non-landslide point position parameters of a space to be predicted;
step 2, establishing a rigid block model, calculating a safety coefficient, determining a critical temperature, and determining landslide instability when the temperature exceeds the critical temperature;
the step 2 specifically comprises the following steps:
2.1 Building a rigid block landslide model;
2.2 The safety coefficient of the landslide model in the non-melting state is calculated, and the specific calculation formula is as follows:
F s ＝Wcosαtanφ/Wsinα＝tanφ/tanα
wherein:
F s : the safety factor of the landslide model;
w: weight of the landslide model;
phi: an internal friction angle;
α: a slope inclination angle;
2.3 Force balance formula of the downhill slope model in the melted state is calculated, and the specific calculation formula is as follows:
P w +Wsinα＝Wcosαtanφ
wherein:
P w : pore water pressure;
2.4 On a computer according to the formula:
M w ＝a|K| -b
obtaining the relation between the water content and the temperature; wherein:
M w : water content;
a. b: the empirical constant related to the soil texture is obtained according to a test curve of the change of the unfrozen water content of the frozen soil in the area along with the temperature;
k: carrying out negative temperature;
2.5 Calculate water content versus pore water pressure:
wherein:
γ w : the severity of the water;
γ: the severity of the slide;
m: the proportion of water;
obtaining the safety coefficient relation between the critical temperature of the landslide in the melting state and the landslide in the non-melting state, and judging whether the landslide is in the instability state according to the critical temperature, wherein the specific calculation formula is as follows:
step 3, dividing the unstable landslide into a wall unit and a block unit, and calculating the speed and the distance in the landslide movement process;
the step 3 specifically comprises the following steps:
3.1 Dividing the rigid block landslide model into wall units and strip units, wherein the wall units are non-thickness units;
3.2 Calculating the soil pressure P applied to the wall unit according to the following formula;
wherein:
K i : the lateral pressure coefficient of the ith wall unit is 1.0; non-fluid is associated with a tangential strain increment epsilon detailed in step 3.8;
H i : height of ith wall element;
gradient related to height and displacement of wall and bar units;
3.3 Selecting a friction type rheologic base resistance model to obtain frictional resistance T;
T＝γH i cosα(1-r u )tanφ
wherein:
r u : pore water pressure coefficient;
3.4 Calculating a resultant force F experienced by the wall element;
F＝γH i sinα+P-T
3.5 Calculate wall element velocity V;
wherein:
V i 、V i ': the new and old speeds of the ith wall unit;
Δ t: a time step;
g: acceleration of gravity;
3.6 Computing displacement S, s of the wall body and the bar block unit;
wherein:
S i 、S i ': new and old displacement of the ith wall unit;
S i+1 : the (i + 1) th wall unit is newly displaced;
s j : j-th block unit displacement;
3.7 Calculating the heights H and H of the blocks and the wall units;
wherein:
D j : the j (th)A block unit volume;
h j-1 、h j : the j-1 th and j-th block unit heights;
H i : the ith wall element height;
3.8 Calculating the rigidity K, k of the wall units and the bar and block units;
(3.8.1) the tangential strain delta ε for the jth block unit is first obtained j The following formula:
wherein:
ε j : the tangential strain increment of the jth bar element;
(3.8.2) calculating to obtain active and passive soil pressure coefficients k ai 、k pi The following formula:
wherein:
δ i : the friction angle of the bottom of the ith wall unit;
k ai : the active soil pressure coefficient of the ith wall unit;
k pi : the passive soil pressure coefficient of the ith wall unit;
(3.8.3) calculating stiffness coefficient k s
When epsilon j When the value is more than or equal to 0, namely the extension state, k s ＝40(k ai -k pi )
When epsilon j < 0, i.e. compression state, k s ＝20(k ai -k pi )
(3.8.4) calculating Bar Block Unit stiffness k
k j ＝k j '+k s ε j
Wherein:
k j 、k j ': the new and old stiffness of the jth block unit;
k s : calculating a rigidity coefficient;
(3.8.5) calculating the product of the height and displacement-related gradient of the wall and the bar block unit and the wall side pressure coefficientSubstituting into 3.2) to calculate the soil pressure P borne by the wall unit;
wherein:
k j-1 : the j-1 th block unit new stiffness;
s j-1 : the j-1 th block unit displacement.
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| CN112241603A (en) * | 2020-10-28 | 2021-01-19 | 中国地质科学院地质力学研究所 | Numerical simulation method for high-order landslide impact scraping and underlayer converging process |
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| CN112241603A (en) * | 2020-10-28 | 2021-01-19 | 中国地质科学院地质力学研究所 | Numerical simulation method for high-order landslide impact scraping and underlayer converging process |
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