CN109115994A - Shatter soil body piecemeal calculating method for stability for a kind of slope - Google Patents
Shatter soil body piecemeal calculating method for stability for a kind of slope Download PDFInfo
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- CN109115994A CN109115994A CN201810982771.3A CN201810982771A CN109115994A CN 109115994 A CN109115994 A CN 109115994A CN 201810982771 A CN201810982771 A CN 201810982771A CN 109115994 A CN109115994 A CN 109115994A
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Abstract
It shatters soil body piecemeal calculating method for stability the invention discloses a kind of slope, comprising the following steps: according to the degree of crushing of sliding block and cranny development degree, the sliding block of each calculating is carried out being divided into n computing unit；Value is carried out to l according to the sliding block degree of crushing criteria for classifying；Each computing unit is calculated using coefficient transfer method, obtains the stability coefficient of each computing unit；Its l ratio shared by the slope surface of slope is acquired in the length difference of slope slope surface according to latter computing unit and previous computing unit, the slope slump soil body piecemeal difference coefficient of stability is calculated；Each computing unit of sliding block is calculated using carry-over factor overload method, obtains the thrust size of each computing unit；Calculate slope slump soil body piecemeal thrust-drag margin.The present invention had both considered the degree of crushing on soil property slump slope, it is contemplated that the failure mode on soil property slump slope, provides more accurate foundation for stability analysis.
Description
Technical field
The present invention relates to slope stability calculation, shatter soil body piecemeal stable calculation side more particularly to a kind of slope
Method.
Background technique
Under the influence of earthquake, it may occur that a large amount of soil slope Rockfall hazard.Slope slump is different broken
The otherness of degree slopes is slided, rather than whole slide occurs.From case history it can be found that slump slope instability destroy with
General geotechnical slope destroys different, has the characteristics that shallow-layer, multiple and repeated.The thickness of slope failure body is general
Mostly in 5m~7m, there are steep bank, coverage and severity to destroy than deep layer small for rear wall, but occurrence frequency is high, and meeting
It occurs repeatedly.It causes original slope to change, and may further cause deep layer destruction.Currently, domestic common landslide
Calculating method for stability is coefficient transfer method, its advantage is that by means of landslide construction feature analysis stability and thrust-drag margin meter
It calculates, Thrust of Landslide of the arbitrary shape sliding surface under complicated loads can be obtained, and calculate succinctly, but it is this kind of calculating
The stability of the slump of otherness sliding has difficulties.It is steady that traditional coefficient transfer method computation model is applied to this kind of slump slope
It is qualitative calculating there are problems that 2 aspect: one is traditional method by side slope as a whole, consider unified calculation formation it is whole
Body stability and practical broken point of different slopes are inconsistent；The second is overall calculation cannot reflect that the stability of monolithic slopes is asked
Topic, so that Control Engineering has that, by avalanche " landslideization ", it is therefore necessary to study the stability meter on soil property slump slope
Calculation method.
Summary of the invention
It shatters soil body piecemeal stable calculation it is an object of the invention to overcome the deficiencies of the prior art and provide a kind of slope
Method had both considered the degree of crushing on soil property slump slope, it is contemplated that the failure mode on soil property slump slope, is analysis of stability
Analysis provides more accurate foundation.
The purpose of the present invention is achieved through the following technical solutions: shatter soil body piecemeal stable calculation for a kind of slope
Method, comprising the following steps:
S1. according to the degree of crushing of sliding block and cranny development degree, the sliding block of each calculating is carried out to be divided into n meter
Unit is calculated, computing unit is divided and is followed successively by I, II, III, IV ...；
S2. sliding block slopes degree of crushing, and conduct accordingly are judged according to the crack spacing of Rock And Soil and vegetation coverage
The criteria for classifying carries out value in the length l of slope slope surface to each computing unit, and latter computing unit is with before on calculating slider surface
One computing unit is respectively l in slope slope surface length difference1、l2、l3…ln；
S3. each computing unit of sliding block is calculated using coefficient transfer method, obtains the stabilization of each computing unit
Property coefficient K1f、K2f、K3f...Knf；According to latter computing unit and previous computing unit slope slope surface length difference l1、l2、
l3…ln, its l ratio shared by the slope surface of slope is acquired, is derived from:
Kf=k1K1f+k2K2f+k3K3f+…+knKnf；
Therefore, the slope slump soil body piecemeal difference coefficient of stability is finally obtained are as follows:
S4 calculates each computing unit of sliding block using carry-over factor overload method, obtains pushing away for each computing unit
Power size P1i′、P2i′、P3i′…Pni', according to lnIn l1+l2+l3+…+lnShared ratio, is derived from:
That is:
Pni=Pn(i-1)×ψ+Ks×Tni-Rni；
Calculate slope slump soil body piecemeal thrust-drag margin are as follows:
In the step S3, the stable calculation based on conventional sliders is further improved, and sliding block K is considered after improvementf's
Degree of crushing and cranny development degree are further subdivided into K to each calculating sliding block1f、K2f、K3f...Knf, and with n computing unit
It is calculated.
In the step S4, it is based on conventional sliders PiRemaining downslide motive force size calculating, each sliding block is changed again
It is divided into n computing unit to calculate thrust size P1i′、P2i′、P3i′…Pni', and by latter computing unit and previous computing unit
Ratio l shared by length difference to slope surfacenIn l1+l2+l3+…+lnShared ratio derives that landslide slump soil body piecemeal is surplus
Remaining motive force.
The beneficial effects of the present invention are: the present invention was both considered when soil body piecemeal stable calculation is shattered on progress slope
The degree of crushing on soil property slump slope, it is contemplated that the failure mode on soil property slump slope, provides more for stability analysis
Accurate foundation.
Detailed description of the invention
Fig. 1 is flow chart of the method for the present invention；
Fig. 2 is the division schematic diagram of computing unit of the present invention
Fig. 3 is the slump floor map in the embodiment of the present invention；
Fig. 4 is the diagrammatic cross-section to come down in the embodiment of the present invention.
Specific embodiment
Technical solution of the present invention is described in further detail with reference to the accompanying drawing, but protection scope of the present invention is not limited to
It is as described below.
Traditional coefficient transfer method and carry-over factor overload method are in China's water conservancy, traffic and railroad landslide stability analysis
In be widely used, it is big using the carry-over factor quantitative analysis Landslide Stability and thrust of balance method of rigid-body limit
It is small；Overload method the present invention is based on traditional coefficient transfer method and carry-over factor, it is contemplated that the degree of crushing of sliding block, to sliding block again into
Row piecemeal calculates, so that the stability coefficient and the calculating of thrust size to sliding block are more reasonable.
As shown in Fig. 1~2, shatter soil body piecemeal calculating method for stability for a kind of slope, comprising the following steps:
S1. according to the degree of crushing of sliding block and cranny development degree, the sliding block of each calculating is carried out to be divided into n meter
Unit is calculated, computing unit is divided and is followed successively by I, II, III, IV ...；
S2. sliding block slopes degree of crushing, and conduct accordingly are judged according to the crack spacing of Rock And Soil and vegetation coverage
The criteria for classifying, the length l to each computing unit in slope slope surface carry out value: being divided into that extremely broken, height is broken, moderate is broken
It is broken, slight broken.Latter computing unit is respectively l in slope slope surface length difference with previous computing unit on calculating slider surface1、
l2、l3…ln；
S3. each computing unit of sliding block is calculated using coefficient transfer method, obtains the stabilization of each computing unit
Property coefficient K1f、K2f、K3f...Knf；According to latter computing unit and previous computing unit slope slope surface length difference l1、l2、
l3…ln, its l ratio shared by the slope surface of slope is acquired, is derived from:
Kf=k1K1f+k2K2f+k3K3f+…+knKnf；
Therefore, the slope slump soil body piecemeal difference coefficient of stability is finally obtained are as follows:
S4 calculates each computing unit of sliding block using carry-over factor overload method, obtains pushing away for each computing unit
Power size P1i′、P2i′、P3i′…Pni', according to lnIn l1+l2+l3+…+lnShared ratio, is derived from:
That is:
Pni=Pn(i-1)×ψ+Ks×Tni-Rni；
Calculate slope slump soil body piecemeal thrust-drag margin are as follows:
In embodiments herein, by taking following region as an example: old power station opposite slump area of the Jiu Zhaigou scenic spot stockaded village Re Xi is oblique
Slope, which belongs to, profoundly cuts high mountain landforms in structural erosion, slope foot geographical coordinate: 103 ° 57 ' 6 of east longitude ", 33 ° 14 ' 45 of north latitude ", slope is total
9 ° of body slope aspect, slumping block cope level is 2242~2252m, and slope foot elevation is 2183~2188m, 60~75 ° of ramp slope, is pushed up
Portion is locally upright, is the slump of superficial layer.Slumped mass main composition is Quaternary Period colluvial, and slope foot basement rock is to unite to prick in the Triassic system
Small mountain group (T2zg) ash, Dark grey flour sand sericite containing quartz slate, rotten feldspar quartzy sandstone.In the region, calculating parameter is
Based on laboratory experiment value, Primary Reference quality survey and draw to Landslide Stability macroscopic view judge, incorporating parametric inversion result and
The analogy locality landslide comprehensive selection landslide slip rock mechanical parameter of experience is as shown in the table:
The slump plan view in the region as shown in figure 3, according to the slump possibility damage model, counted using potential Weak face
It calculates.According to this prospecting it is found that slumped mass is not flooded not, the influence of water submerged is not considered；Because slopes are relatively steep, earth's surface water
It is relatively fewer, it can not consider the influence of sound water pressure；Without level of ground water is stablized in slopes, the influence of underground water is not considered；This
Area's basic earthquake intensity is 7 degree, considers the influence of earthquake；Local area is rainfall concentration, and the multiple area of heavy rain will consider heavy rain to gliding mass
Load and the influence that slide strips are softened (using 20 years one chance heavy rains).Consider that the principal element of the Failure of Slopes in the zone of influence is strong
Rainfall and earthquake choose three kinds of natural operating condition, rainstorm condition and earthquake operating condition Load Combinations as calculating operating condition.
With coefficient transfer method to I-I ' of section, the stability and thrust size of the sliding block of II-II ' are calculated, meter
Calculate the result is as follows:
In application the present processes, slope degree of crushing is divided according to following table, slopes are divided into height
Broken, moderate is crushed, is slightly crushed and is not crushed:
Slopes average height is 61.5m, can be calculated and is extremely crushed L=3.08m, sliding block accounts for slope surface inclined-plane when height is broken
Length be 3L, it is 5L that sliding block, which accounts for the length on slope surface inclined-plane, when moderate is broken, and sliding block accounts for the length on slope surface inclined-plane when slight broken
For 10L；When according to each Exploration profile stability of proper calculation and thrust, the form on landslide and the main sliding direction on landslide, choosing are determined
Take landslide representative section.
Meanwhile side slope is divided into multiple cunnings along the length of slope surface by the sliding block obtained according to the degree of crushing of slump side slope
Block, the sectional view on landslide such as Fig. 4；
It is calculated with stability and thrust size of the method for the invention to I-I ' of section, II-II ': according to broken
Broken degree divides the standard of sliding block computing unit: when extremely broken, l=1, and when height is broken, l=3, when moderate is crushed, l=5,
When slight broken, l=10.
Stability and the thrust size that each sliding block is calculated are as follows:
Conventional transmission Y-factor method Y calculated result shows: side slope is in basicly stable under natural operating condition, in heavy rain and earthquake
In unstable under operating condition；Piecemeal difference stable calculation of the invention the result shows that: calculated result and coefficient transfer method calculate
Stability result it is roughly the same, but the stability of each sliding block has differences, 6 under earthquake operating condition at sliding block be in basic
Stablize, at 2 sliding block be in it is understable and 2 at sliding block play pendulum.So under earthquake effect, each sliding block slump
Possibility is different.And all sliding blocks play pendulum under rainstorm condition, therefore it can be concluded that heavy rain compared with earthquake to soil
The stability influence of matter slump side slope is more significant.
To sum up, the present invention had both considered soil property slump slope when soil body piecemeal stable calculation is shattered on progress slope
Degree of crushing, it is contemplated that the failure mode on soil property slump slope, provides more accurate foundation for stability analysis.
It should be noted that those of ordinary skill in the art will understand that the embodiments described herein is to help
Reader is helped to understand implementation method of the invention, it should be understood that protection scope of the present invention is not limited to such special statement
And embodiment.Those skilled in the art disclosed the technical disclosures can make various do not depart from originally according to the present invention
Various other specific variations and combinations of essence are invented, these variations and combinations are still within the scope of the present invention.
Claims (3)
- The soil body piecemeal calculating method for stability 1. a kind of slope is shattered, it is characterised in that: the following steps are included:S1. according to the degree of crushing of sliding block and cranny development degree, the sliding block of each calculating is carried out to be divided into n calculating list Member divides computing unit and is followed successively by I, II, III, IV ...；S2. sliding block slopes degree of crushing is judged according to the crack spacing of Rock And Soil and vegetation coverage, and accordingly as division Standard, the length l to each computing unit in slope slope surface carry out value, calculate latter computing unit and previous meter on slider surface It is respectively l that unit, which is calculated, in slope slope surface length difference1、l2、l3…ln；S3. each computing unit of sliding block is calculated using coefficient transfer method, obtains the stability system of each computing unit Number K1f、K2f、K3f...Knf；According to latter computing unit and previous computing unit slope slope surface length difference l1、l2、l3… ln, its l ratio shared by the slope surface of slope is acquired, is derived from:Kf=k1K1f+k2K2f+k3K3f+…+knKnf；Therefore, the slope slump soil body piecemeal difference coefficient of stability is finally obtained are as follows:S4 calculates each computing unit of sliding block using carry-over factor overload method, and the thrust for obtaining each computing unit is big Small P1i′、P2i′、P3i′…Pni', according to lnIn l1+l2+l3+…+lnShared ratio, is derived from:That is:Pni=Pn(i-1)×ψ+Ks×Tni-Rni；Calculate slope slump soil body piecemeal thrust-drag margin are as follows:
- The soil body piecemeal calculating method for stability 2. a kind of slope according to claim 1 is shattered, it is characterised in that: the step In rapid S3, the stable calculation based on conventional sliders is further improved, and sliding block K is considered after improvementfDegree of crushing and split Gap development degree is further subdivided into K to each calculating sliding block1f、K2f、K3f...Knf, and calculated with n computing unit.
- The soil body piecemeal calculating method for stability 3. a kind of slope according to claim 1 is shattered, it is characterised in that: the step In rapid S4, it is based on conventional sliders PiRemaining downslide motive force size calculating, n computing unit is divided into again to each sliding block To calculate thrust size P1i′、P2i′、P3i′…Pni', and by latter computing unit and previous computing unit to the length difference of slope surface The shared ratio l of valuenIn l1+l2+l3+…+lnShared ratio derives landslide slump soil body piecemeal residue motive force.
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| CN110750873A (en) * | 2019-06-18 | 2020-02-04 | 贵州正业工程技术投资有限公司 | Group tension action spherical crown type slope stability evaluation method based on transfer coefficient method |
| CN110941892A (en) * | 2019-10-24 | 2020-03-31 | 丁彩艳 | Big data visualization system and method |
| CN112133062A (en) * | 2020-09-25 | 2020-12-25 | 重庆地质矿产研究院 | Landslide overall stability early warning method based on multi-monitoring-point synergistic effect |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112133062A (en) * | 2020-09-25 | 2020-12-25 | 重庆地质矿产研究院 | Landslide overall stability early warning method based on multi-monitoring-point synergistic effect |
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