AU2020100405A4 - A slop risk comprehensive assessment method based on slope failures forms - Google Patents

A slop risk comprehensive assessment method based on slope failures forms Download PDF

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AU2020100405A4
AU2020100405A4 AU2020100405A AU2020100405A AU2020100405A4 AU 2020100405 A4 AU2020100405 A4 AU 2020100405A4 AU 2020100405 A AU2020100405 A AU 2020100405A AU 2020100405 A AU2020100405 A AU 2020100405A AU 2020100405 A4 AU2020100405 A4 AU 2020100405A4
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distance
slope
influential
slop
average
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AU2020100405A
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Xuesong Chu
Yuan Gao
Keqiang He
Jun Hu
Liang Li
Xianzhang Ling
Shibao LU
Changfeng Yuan
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Qingdao University of Technology
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Qingdao University of Technology
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
    • G01B21/00—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant
    • G01B21/32—Measuring arrangements or details thereof, where the measuring technique is not covered by the other groups of this subclass, unspecified or not relevant for measuring the deformation in a solid
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D1/00—Investigation of foundation soil in situ
    • E02D1/02—Investigation of foundation soil in situ before construction work
    • E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
    • G01V20/00—Geomodelling in general
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G06F17/10—Complex mathematical operations

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  • Physics & Mathematics (AREA)
  • General Physics & Mathematics (AREA)
  • Management, Administration, Business Operations System, And Electronic Commerce (AREA)

Abstract

Abstract The invention relates to the field of slope stability and risk assessment, specifically relating to a slop risk comprehensive assessment method based on slope failures forms comprising, in accordance with statistical characteristics of cohesion c and internal friction angles 9 , generating n groups of combined values randomly conforming to statistical characteristics denoted as{ci, cpit)" ;getting minimum safety coefficient Fsg of the slope for the combined values in group i ; analysing the sliding distance dRi and influential distance di of the slope under combined values of group i by smooth particle hydrodynamics method; letting i = i+1 and repeating previous two steps to obtain the minimum safety coefficient, the sliding distance and influential distance under all combined values; averaging above indexes to obtain average safety coefficient, average sliding distance and average influential distance respectively; calculating normalized sliding distance and influential distance according to the location of structures in top and toe of the slop and, along with average safety coefficient, assessing the risk of slop comprehensively. The invention introduces smooth particle hydrodynamics method, employs sliding distance and influential distance, and combines limit equilibrium method to realize more visual and reasonable assessment of the slope stability and risk. Step 1.Generating n groups of combined values {cq, rpi}" of cohesion c and internal friction angles 9 randomly conforming to statistical characteristics; Step 2.Calculating the minimum safety coefficient Fsi of the slope for the combined values in group i; \/ Step 3.For combined values of group i, calculating the deformation form after slop failures, and further getting the sliding distance dRi and influential distance d, after slope failures; Step 4.For combined values in other groups, repeating previous two steps to obtain the minimum safety coefficient {Fsi}", the sliding distance {dRi =1 and influential distance{d 1,In, of the slope; Step 5.Averaging above three indexes to obtain average safety coefficient Fsm , average sliding distancedRm and average influential distance d1m; Step 6.Calculating normalized sliding distance d *Rm and normalized influential distance d Im and, along with average safety coefficient Fsm assessing the risk of slop comprehensively.

Description

A SLOP RISK COMPREHENSIVE ASSESSMENT METHOD
BASED ON SLOPE FAILURES FORMS
TECHICAL FIELD
The invention relates to the technical field of slope stability and risk assessment, specifically relating to a slop risk comprehensive assessment method based on slope failures forms.
BACKGROUND OF THE INVENTION
The principal method to conduct slope stability analysis currently is still limit equilibrium method which calculates critical slip surface and minimum safety coefficient when the slope starts to slide based on static equilibrium condition. But to realize quantitive judgment of slope failure risks, the sliding process and final soil deposition process of slop failures should be paid more attention to wherein such slope analysis cannot be done by limit equilibrium method.
The main assessment index for slope risk based on limit equilibrium method is earth volume of slope failures; furthermore, the earth volume calculated is not accurate for some slopes with complicated failures forms, so the index of earth volume is not of much substantial significance.
SUMMARY OF THE INVENTION
The invention provides a slop risk comprehensive assessment method based on slope failures forms to solve above shortcomings in prior art which introduces smooth particle hydrodynamics method, employs sliding distance and influential distance to realize more visual and reasonable assessment of the slope stability and risk.
The invention adopts following technical plan to solve current technical problems: a slop risk comprehensive assessment method based on slope failures forms comprising following steps:
Step 1 > The parameters that exerts relatively great influence on slope stability analysis
Description
2020100405 17 Mar 2020 and uncertain factors are soil’s cohesion c and internal friction angles Φ . Generating n groups of combined values of c and randomly conforming to statistical characteristics via MATLAB software denoted as cP φλ , c2> φ2 ···, Fr φη in accordance with statistical characteristics of cohesion c and internal friction angles such as mean values, standard deviation and distribution, among which n is positive integer and cP φ·, is referred to as combined values of group z wherein 1 < i < n and z is positive integer;
Step 2, For combined values of group z, calculating and analysing them via M-P method in SLOPE/W of GeoStudio software to obtain the minimum safety coefficient FSj of the slope for the combined values in group z;
Step 3 > For combined values of group z, calculating and analysing displacement fields of the slop via smooth particle hydrodynamics method to get soil accumulation forms after slop failures, and further getting the sliding distance dRi and influential distance dn of the slope; the smooth particle hydrodynamics method can simulate the large deformation in the whole process of slop failures;
Step 4, Letting z-z'+l and 1< z < n , then repeating step 2 to 3 to obtain the minimum safety coefficient {Fs;}”=1 of the slope under all combined values and the sliding distance {ί/Λ/·}”=1 and influential distance {ify }”=1 of the slope under all combined values;
Step 5 > Averaging three indexes of the minimum safety coefficient Fs , the sliding distance dR and influential distance d2 to obtain average safety coefficient Fsm , average sliding distance dRm and average influential distance t/Im.
d *
Step 6 > Calculating normalized sliding distance Rm and normalized influential distance d * Im according to the location of structures in top and toe of the slop and, along with average ps safety coefficient m , assessing the risk of slop comprehensively; employing sliding distance and influential distance can realize more visual assessment of the slope risk.
Furthermore, the averaging process in step 5 is realized in this way: the average safety
Description
2020100405 17 Mar 2020 ηn
Σ^·Σ^,· coefficient Fsm = —---; the average sliding distance dRm = —---; the average influential ηn n
distance^ = —.
n
Furthermore, the normalization process in step 6 is specified as: assuming the distance between structures in base and toe of the slop is Lx and the distance between structures in top and shoulder of the slope is L2 , then the normalized sliding distance d * = ^Rm and A normalized influential distance d * = .
Furthermore, the specific process for assessing the risk of the slope is: the larger the said average safety coefficient Fsm is, the safer the slope is and the less risk it has; the shorter the normalized sliding distance d *Rm and the normalized influential distance d *Iin is, the less risk the slope has; if the sliding distance d *Rm and the influential distance d *Iin are greater then 1, the risk of the slope is unacceptable and it needs to be consolidated.
The invention has following advantageous effects: the method proposed in the invention has combined the minimum safety coefficient in classic limit equilibrium method and smooth particle hydrodynamics method which can simulate the large deformation of slop failures; it discloses two new assessment indexes, namely sliding distance and influential distance to realize more visual assessment of the slope risk, which abandoned the index of earth volume in prior art as it doesn’t have much significance, thus marking the assessment of slope stability and risk more reasonable and accurate when parameters of the geotechnical materials is not certain.
BRIEF DESCRIPTION OF THE DRAWINGS
FIG.l is the flow diagram illustrating said method in the invention;
FIG.2 is the diagram illustrating index of sliding distance and influential distance in the embodiment disclosed in the invention;
FIG.3 is the diagram illustrating geometrical dimensions of slop in the embodiment
Description
2020100405 17 Mar 2020 proposed in the invention;
FIG.4 is the scattergram illustrating the random samples of soil parameters in the embodiment disclosed in the invention;
FIG.5 is the diagram illustrating slop safety in the embodiment disclosed in the invention;
FIG.6 is the diagram illustrating slop risks in the embodiment disclosed in the invention.
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS
The invention is further described in detail hereinafter with reference to the drawings.
Embodiment 1:
As shown in FIG.l, the invention provides a slop risk comprehensive assessment method based on slope failures forms comprising following steps:
Step 1 > The parameters that exerts relatively great influence on slope stability analysis and uncertain factors are soil’s cohesion c and internal friction angles . Generating n groups of combined values of c and randomly conforming to statistical characteristics via MATLAB software denoted as cP φλ , c2> Vi ···> cn' (Pn in accordance with statistical characteristics of cohesion c and internal friction angles such as mean values, standard deviation and distribution, among which n is positive integer and cP is referred to as combined values of group z wherein 1 < i < n and z is positive integer;
Step 2 > For combined values of group z, 1 < z < n and z is positive integer, calculating and analysing them via M-P method in SLOPE/W of GeoStudio software to obtain the minimum safety coefficient Fsl of the slope for the combined values in group z;
Step 3 > For combined values of group z, 1 < z < n and z is positive integer, calculating and analysing displacement fields of the slop via smooth particle hydrodynamics method to get soil accumulation forms after slop failures, namely forms after slop collapse, and further getting the sliding distance dRi and influential distance dR of the slope; with advancement of computer processing capacity, the smooth particle hydrodynamics method is viewed as Lagrange's meshless method which can calculate large deformation and simulate the large
Description
2020100405 17 Mar 2020 deformation in the whole process of slops failures and can be used in slope stability analysis;
Step 4> Letting z-z+1 and 1< z < n , then repeating step 2 to 3 to obtain the minimum safety coefficient {Fs;}”=1 of the slope under all combined values and the sliding distance {ί/Λ/·}”=1 and influential distance of the slope under all combined values;
Step 5 > Averaging three indexes of the minimum safety coefficient Fs , the sliding distance dR and influential distance d2 to obtain average safety coefficient Fsm , average sliding distance dRm and average influential distance i/Im.
n the averaging process is realized in this way: the average safety coefficient Fs = —;
n ηn
Σ ^RiΣ dli the average sliding distance dRm = —----; the average influential distance = Al.
ηn d *
Step 6 > Calculating normalized sliding distance Rm and normalized influential distance d * Im according to the location of structures in top and toe of the slop and, along with ps average safety coefficient m , assessing the risk of slop comprehensively; employing sliding distance and influential distance can realize more visual assessment of the slope risk. The normalization process is specified as: assuming the distance between structures in base and toe of the slop is Lx and the distance between structures in top and shoulder of the slope is L2 , then the normalized sliding distance * = ^Rm and normalized influential A distance * = .
A
The specific process for assessing the risk of the slope is: the larger the said average safety coefficient Fsm is, the safer the slope is and the less risk it has; the shorter the normalized sliding distance d *Rm and the normalized influential distance d *Im is, the less risk the slope has; if the sliding distance d *Rm and the influential distance d *Im are greater then 1, the risk of the slope is unacceptable and it needs to be consolidated.
Description
2020100405 17 Mar 2020
The occurrence of smooth particle hydrodynamics method enables the index of slope risk assessment can be improved into more visual sliding distance and influential distance, as shown in FIG.2; in this way, it has abandoned the index of earth volume in prior art as it doesn’t have much significance and combined the minimum safety coefficient in classic limit equilibrium method; thus marking the assessment of slope stability and risk more reasonable when parameters of the geotechnical materials is not certain.
The feasibility of said method disclosed in the invention is further proved hereinafter with reference to a homogeneous soil slope embodiment.
The geometrical dimensions of slop is shown in FIG.3, the weight of soil γ =20 kN/m3 , the cohesion c and internal friction angles V Obeys the nomal distribution, and values of c and V is respectively 10 kPa and 20 ° , the variance respectively 6 kPa and 10 ° , the correlation coefficient of two parameters -0.5. At the bottom of the slope and 2 meters away from the toe of the slope lies a residential housing and at the top of the slop and 5 meters away from the shoulder of the slope lies a transmission tower, then assessing the risk of that slope instability.
According to the method disclosed in the invention, firstly, generating 20 groups of combine values {cP ^}/=1 conforming to said average values and standard deviation with normal distribution via mvnrnd function on MATFAB. (Only 20 groups of combined values are generated here for brief description and more groups of combined values are needed to be generated in actual risk analysis ), as shown in line 2 and line 3 of table 1 and the scattergram of samples is shown in FIG.4.
FIG.l The summary sheet for soil strength parameters and risk assessment indexes
Group No. 1 2 3 4 5 6 7 8 9 10
ci 6.727 20.543 11.345 6.66 2.756 4.644 19.192 5.769 13.571 16.078
Vi 23.147 15.679 21.888 15.133 20.674 18.215 10.212 25.895 16.551 12.338
F^i 1.390 1.588 1.527 0.985 1.026 1.038 1.253 1.461 1.357 1.240
Description
2020100405 17 Mar 2020
^Ri 0 0 0 2.2163 0 0 0 0 0 0
dn 0 0 0 5.2763 0 0 0 0 0 0
Group No. 11 12 13 14 15 16 17 18 19 20
ς 12.809 10.093 7.021 1.215 5.801 8.991 4.938 24.764 14.124 5.427
(Pi 19.775 19.405 19.401 18.128 10.234 16.774 23.133 14.983 26.456 14.049
dfo 1.483 1.345 1.210 0.804 0.717 1.166 1.277 1.716 1.894 0.879
dpi 0 0 0 3.3372 3.6972 0 0 0 0 3.1356
dn 0 0 0 6.3621 6.5852 0 0 0 0 6.6679
Notes: as to the parameters in the table, the unit of c; is kPa, the unit of φί is (° ), and the unit of dRi and dn is m.
Then taking the material parameters of first group of slope in the table, calculating and analysing them via M-P method in SLOPE/W of GeoStudio software and totally obtaining 405 sliding planes in the sliding area and the minimum safety coefficient is 1.413; then analysing with smooth particle hydrodynamics program and making the problem domain of slope into 13750 discrete particles to obtain the large deformation form after slope failures;since it is a stable slope, the sliding distance dR} and influential distance dn of the slope in this group obtained are both 0.
Taking all groups of material parameters generated in step 1 to conduct said calculation and analysis to obtain all assessment indexes, namely the minimum safety coefficient Fsx ,
Fs2 , ..., and Fs2Q , the sliding distance dR1 , dR2 ,..., and dR20 , and the influential distance dn , dI2 ,..., and dI20 . Averaging above three groups of indexes and obtaining average safety coefficient Fsm =1.2678, average sliding distance dRm =0.6193 and average influential distance <7lm = 1.2446.
Description
2020100405 17 Mar 2020
Lastly, combining the location of current structures, i.e., residential housing and transmission tower to normalize dRm and i/Im and obtain normalized sliding distanced *Rm = 0.3097and the normalized influential distanced *Im =0.2489.
In above three ultimate assessment indexes, the larger the said average minimum safety coefficient Fsm is, the safer the slope is and the less risk it has; the shorter the normalized sliding distance d *Rm and the normalized influential distance d *Iin is, the less risk the slope has; if the sliding distance d *Rm and the influential distance d *Iin are greater then 1, the risk of the slope is unacceptable and it needs to be consolidated. The diagram illustrating slop safety is shown in FIG.5 ( d *Rm < 1 , d *Im < 1 ) and the diagram illustrating slop risk is shown in FIG.6 (d *Rm > 1, d *Im > 1).
The invention and its embodiment have been described above, but the description is not limited thereto; In general, it is to be understood by those skilled in the art that equivalent structures or equivalent process transformations or use in other related technical fields directly or indirectly by taking advantage of the description of the specification and drawings in the invention shall all fall within the protective scope of the invention.

Claims (4)

1 .A slop risk comprehensive assessment method based on slope failures forms wherein it comprises following steps:
Step 1 > The parameters that exerts relatively great influence on slope stability analysis and uncertain factors are soil’s cohesion c and internal friction angles Φ ; generating n groups of combined values of cohesion c and internal friction angles randomly conforming to statistical characteristics via MATLAB software denoted as cP φλ , c2> Ά ···’ cn' (Pn in accordance with statistical characteristics of cohesion c and internal friction angles among which n is positive integer and cP is referred to as combined values of group z wherein 1 < i < n and z is positive integer;
Step 2, For combined values of group z, calculating and analysing them via M-P method in SLOPE/W of GeoStudio software to obtain the minimum safety coefficient Fs{ of the slope for the combined values in group z;
Step 3 > For combined values of group z, calculating and analysing displacement fields of the slop via smooth particle hydrodynamics method to get soil accumulation forms after slop failure, and further getting the sliding distance dRi and influential distance dR of the slope;
Step 4, Letting z-z'+l and 1< z < n , then repeating step 2 to 3 to obtain the minimum safety coefficient {Fs;}”=1 of the slope under all combined values and the sliding distance {ί/Λ/·}”=1 and influential distance {ί/Λ·}”=1 of the slope under all combined values;
Step 5 > Averaging three indexes of the minimum safety coefficient Fs , the sliding distance dR and influential distance dj to obtain average safety coefficient Fsm , average sliding distance dRm and average influential distance t/Im.
Step 6, Calculating normalized sliding distance// *Rm and normalized influential distance d *Iin according to the location of structures in top and toe of the slop and, along with average safety coefficient Fsm, assessing the risk of slop comprehensively;
2020100405 17 Mar 2020
2. The slop risk comprehensive assessment method based on slope failures forms of claim 1 wherein the averaging process in step 5 is realized in this way: the average safety ηn
XFs,Xd coefficient Fsm = —---; the average sliding distance dRm = —---; the average influential ηn n
distance^ = —.
n
3. The slop risk comprehensive assessment method based on slope failures forms of claim 1 wherein the normalization process in step 6 is specified as:
assuming the distance between structures in base and toe of the slop is Lx and the distance between structures in top and shoulder of the slope is L2 , then the normalized sliding distance d * = ^Rm and normalized influential distance d * = .
A l2
4. The slop risk comprehensive assessment method based on slope failures forms of claim 1 wherein the specific process for assessing the risk of the slope in step 6 is:
the larger the said average safety coefficient Fsm is, the safer the slope is and the less risk it has;
the shorter the normalized sliding distance d *Rm and the normalized influential distance d *Iin is, the less risk the slope has;
if the sliding distance d *Rm and the influential distance d *Iin are greater then 1, the risk of the slope is unacceptable and it needs to be consolidated.
AU2020100405A 2020-03-17 2020-03-17 A slop risk comprehensive assessment method based on slope failures forms Ceased AU2020100405A4 (en)

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Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111597710A (en) * 2020-05-15 2020-08-28 辽宁工程技术大学 Water-rich composite weak base stope slope form optimization method
CN112685817A (en) * 2020-12-24 2021-04-20 青岛理工大学 Method for quantitatively analyzing anchored slope risk
CN113065238A (en) * 2021-03-19 2021-07-02 辽宁工程技术大学 Side slope stability range determination method based on arch effect theory
CN113158484A (en) * 2021-05-07 2021-07-23 国网四川省电力公司电力科学研究院 Method and system for evaluating stability of transmission tower under geological disaster condition
CN113240803A (en) * 2021-02-10 2021-08-10 中国科学院武汉岩土力学研究所 Rainfall-induced slope geological disaster scene simulation analysis method
CN113420457A (en) * 2021-07-08 2021-09-21 辽宁工程技术大学 End slope stability analysis method for open pit coal mine steep wall mining
CN114491737A (en) * 2021-12-30 2022-05-13 北京市政路桥股份有限公司 Stability mechanical analysis method for cutting masonry retaining wall
CN115217152A (en) * 2022-07-29 2022-10-21 招商局重庆交通科研设计院有限公司 Method and device for predicting opening and closing deformation of immersed tunnel pipe joint

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111597710A (en) * 2020-05-15 2020-08-28 辽宁工程技术大学 Water-rich composite weak base stope slope form optimization method
CN112685817A (en) * 2020-12-24 2021-04-20 青岛理工大学 Method for quantitatively analyzing anchored slope risk
CN112685817B (en) * 2020-12-24 2022-06-14 青岛理工大学 Method for quantitatively analyzing anchored slope risk
CN113240803A (en) * 2021-02-10 2021-08-10 中国科学院武汉岩土力学研究所 Rainfall-induced slope geological disaster scene simulation analysis method
CN113065238A (en) * 2021-03-19 2021-07-02 辽宁工程技术大学 Side slope stability range determination method based on arch effect theory
CN113158484A (en) * 2021-05-07 2021-07-23 国网四川省电力公司电力科学研究院 Method and system for evaluating stability of transmission tower under geological disaster condition
CN113420457A (en) * 2021-07-08 2021-09-21 辽宁工程技术大学 End slope stability analysis method for open pit coal mine steep wall mining
CN113420457B (en) * 2021-07-08 2024-03-19 辽宁工程技术大学 End slope stability analysis method for steep slope mining of open pit coal mine
CN114491737A (en) * 2021-12-30 2022-05-13 北京市政路桥股份有限公司 Stability mechanical analysis method for cutting masonry retaining wall
CN114491737B (en) * 2021-12-30 2023-07-14 北京市政路桥股份有限公司 Stability mechanical analysis method of cutting masonry retaining wall
CN115217152A (en) * 2022-07-29 2022-10-21 招商局重庆交通科研设计院有限公司 Method and device for predicting opening and closing deformation of immersed tunnel pipe joint

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