CN108920754A - The structural plane for shearing constitutive model and change in displacement based on strain softening controls slope stability dynamic evaluation method - Google Patents
The structural plane for shearing constitutive model and change in displacement based on strain softening controls slope stability dynamic evaluation method Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
Invention provides a kind of structural plane control slope stability dynamic evaluation method that constitutive model and change in displacement are sheared based on strain softening.This method includes SURVEYING OF LANDSLIDE, force analysis, establishes skid resistance computation model, calculate free face removal load, determine structural plane shearing constitutive equation, the building structural plane control side slope slopes equation of motion and the displacement process curve for calculating potential gliding mass.This method combines live deformation monitoring data, and the real-time stability state that can control structural plane side slope carries out dynamic discriminant.The convergence of displacement is calculated according to gliding mass, the long-time stability that can control rock side slope to structural plane carry out certain prediction.
Description
Technical field
The present invention relates to geological hazards prediction forecasting technique field, in particular to a kind of rock matter based on Displacement Development process
Slope Stability Evaluation method.
Background technique
For existing slope geological Treatment design generally using the statics design based on specification, obvious deficiency is by ground
Plastid is considered as rigid body, does not fully consider the process that the deformation & damage system of geologic body and geological disaster are bred.Although rock matter flash
Slope catastrophe evolutionary process and the mechanism of action are extremely complex, but necessarily slopes deform its macro manifestations, and deform
Position and deflection constantly change with the development of Catastrophe Process.The Instability of rock side slope has time-varying effecting, i.e., entirely
Deformation process shows more apparent secular distortion.It, ought to can be with opposite side according to secular distortion process obtained by its field monitoring
The stability status on slope is differentiated.However, being on the one hand the widely distributed of landslide disaster in China, Control Engineering, mechanism are ground
Study carefully, prediction the problems such as it is urgently to be resolved, and almost work in every depends on the monitoring data on landslide all to carry out, and another party
Face is but faced with the missing of non-support slope deforming theoretical calculation method, and a small amount of research concentrates on Engineering Numerical Methods or according to reality
Measured value carries out empirical estimating, and reliability is relatively low, and there are larger differences with actual conditions.Non-support side is established in the case
Slope slopes Deformation Theory calculation method proposes that the Slope Stability Evaluation method based on the deformation process is significant.
Summary of the invention
The object of the present invention is to provide a kind of structural plane controls that constitutive model and change in displacement are sheared based on strain softening
Slope stability dynamic evaluation method, to solve problems of the prior art.
To realize the present invention purpose and the technical solution adopted is that such, based on strain softening shearing constitutive model and position
The structural plane for moving variation controls slope stability dynamic evaluation method, includes the following steps：
1) it treats evaluation structure face control side slope and carries out SURVEYING OF LANDSLIDE.
2) to excavate removal load as the startup power of slope deforming, stress point is carried out to the potential gliding mass of side slope to be evaluated
Analysis.
3) the structural plane skid resistance computation model for considering strain softening is established.
4) the potential gliding mass free face removal load caused by excavating is calculated.
5) determine that structural plane shears constitutive equation.
6) building structural plane controls the side slope slopes equation of motion.
7) the displacement process curve of potential gliding mass is calculated.
8) live deformation monitoring data and potential gliding mass displacement process curve are compared and analyzed, treats evaluation structure face
The Displacement Development trend of control side slope is differentiated.
9) convergence that displacement is calculated according to potential gliding mass, the long-time stability for treating evaluation structure face control side slope carry out
Prediction.
Further, in step 3), consider that the structural plane of strain softening obtains strain softening shearing constitutive equation and is：
In formula, FRFor the skid resistance that structural plane provides, kN.K is shearing rigidity, Pa/m.U is the displacement of potential gliding mass, m.u*With
B is determined according to rock mass discontinuity direct shear test result.u*It is characterized displacement, m.B is the equation coefficient of dimensionless parameter.
Further, in step 4), the potential gliding mass free face removal load caused by excavating is calculated by formula (2).
In formula, F ' is potential gliding mass free face removal load, kN.W is the self weight of potential gliding mass, kN.L is that calculating structural plane is long
Degree, m.β is structural plane inclination angle, °.C is weak structural face cohesion, Pa.For structural plane internal friction angle, °.
Further, in step 3), structural plane constitutive equation is：
In formula, u0It originates and is displaced for potential gliding mass, m.
Further, SURVEYING OF LANDSLIDE described in step 1) includes determining landslide areas range, acquires and summarizes Landslide Deformation spy
Levy data and the hydrology and Geological Engineering condition data.
Further, the hydrology and Geological Engineering condition include geology and geomorphology data, ground Physical and mechanical properties data,
Construction operation data near crustal stress data, meteorological model data and side slope.
Further, shown in the self weight of potential gliding mass such as formula (4)：
In formula, γ is the rock mass severe of potential gliding mass, N/m3.H is separation fracture depth, m.α is structural plane to be evaluated control
Side slope surface inclination angle, °.
The solution have the advantages that unquestionable：
A. live deformation monitoring data is combined, and the real-time stability state that side slope can be controlled structural plane carries out dynamic and sentences
Not；
B. the stabilization sexual stage locating for structural plane control side slope can be determined, for how to take reinforcement protection measure
Avoid landslide failure disaster accident that there is certain theory directive significance；
C. the potential gliding mass Displacement Development trend of side slope can be controlled to structural plane to predict, while being calculated according to potential gliding mass
The convergence of displacement, the long-time stability that can control rock side slope to structural plane carry out certain prediction.
Detailed description of the invention
Fig. 1 is evaluation method flow chart；
Fig. 2 is that the displacement of potential gliding mass calculates schematic diagram；
Fig. 3 is that constitutive model calculating schematic diagram is sheared in strain softening；
Fig. 4 is that skid resistance calculates schematic diagram；
Fig. 5 is that potential gliding mass is displaced schematic diagram of calculation result.
Specific embodiment
Below with reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, should all include within the scope of the present invention.
Embodiment 1：
The present embodiment is lacked for current non-support slope deforming theoretical calculation method, carries out empirical estimating according to measured value
Reliability and lower status disclose a kind of structural plane control side slope that constitutive model and change in displacement are sheared based on strain softening
Stability dynamic evaluation method calculates the sliding process of top Dangerous Rock Body, to determine its stable state and predict its position
It moves.
In the present embodiment, choosing ten thousand and containing Economic Development Zone cut slope is that structural plane controls rock side slope.The slopes are on slope
Under the influence of foot excavates, bedding plane slump unstability occurs for stability decline, and top rock mass is caused to face empty formation Dangerous Rock, top of the slope
There are separation fractures for unloaded band, now analyze to facing sky Taking stability.Referring to Fig. 1, this structure mould is sheared based on strain softening
The structural plane control slope excavating deformation stability dynamic evaluation method of type includes the following steps：
1) it treats evaluation structure face control side slope and carries out SURVEYING OF LANDSLIDE.Structural plane control side slope to be evaluated carries out landslide tune
It looks into.It determines landslide areas range, acquires and summarize landslide deformation characteristics data and the hydrology and Geological Engineering condition data.Wherein,
The hydrology and Geological Engineering condition include geology and geomorphology data, ground Physical and mechanical properties data, crustal stress data, meteorology
Construction operation data near hydrographic data and side slope.Through field investigation and comprehensive analysis, side slope slope foot quilt in the present embodiment
Cutting is excavated, and rock side slope is caused to occur along level micro-slip.The landslide is in lateral form in the plane, and rear is mainly split
Gap development length and the control of slope foot cutting-height, rock stratum face are flare structural plane, and side slope easily generates sliding along rock stratum face, therefore main
Control structural plane is level.According to inspection of the scene of a crime acquired results, rock mass severe γ is 25.5 × 103N/m3, rock mass level native state
Lower internal friction angleIt is 11.3 °, cohesion c is 5.75 × 103Pa, internal friction angle under saturation stateIt is 9.5 °, cohesion c ' is
4.1×103Pa.In addition, the high 21.5m in slope, slope angle α are 34.0 °, face outage degree 4.6m, separation fracture depth h is 4.1m, structural plane
Sliding length L is 30.1m, and structural plane inclination angle is 33.0 °, and the shearing rigidity k of structural plane elastic deformation stage takes 4.3 × 106Pa/
m。
2) to excavate removal load as the startup power of slope deforming, stress point is carried out to the potential gliding mass of side slope to be evaluated
Analysis.
The slopes that selection side slope moves towards unit length are studied, using structural plane and separation fracture intersection point as origin, along structure
Face and its normal direction establish coordinate system, then structural plane control side slope is generalized as matter model as shown in Figure 2.Wherein, as caused by excavating
Potential gliding mass free face removal load is calculated by formula (1).The structural plane control potential gliding mass displacement meter of side slope counts initial point
It is calculated by carrying out Newton iteration numerical solution to formula (2).Referring to fig. 4, structural plane sliding drag calculating constitutive model can
It is calculated with formula (3).The self weight of potential gliding mass can be calculated by formula (4)：
In formula, W is the self weight of potential gliding mass, N.β is structural plane inclination angle, °.C is structural plane cohesion, Pa.For structural plane
Internal friction angle, °.L is structural plane sliding length, m.
In formula, u0For starting displacement, m.K is structural plane shearing rigidity, Pa/m.
In formula, u is the displacement of potential gliding mass, m.u1It originates and is displaced for the Plastic Flow stage, m.
In formula, γ is the rock mass severe of potential gliding mass, N/m3.H is separation fracture depth, m.α is structural plane to be evaluated control
Side slope surface inclination angle, °.
3) the structural plane skid resistance computation model for considering strain softening is established.
The skid resistance and slide displacement relationship that structural plane is capable of providing can be indicated with formula (5)：
FR=λ uexp [(- au)b] (5)
In formula, λ, a, b are the coefficient of equation (1), wherein λ unit is N/m, and a unit is m, and b is dimensionless parameter.U is
Potential gliding mass displacement, m.
It enablesThen formula (5) is converted into：
In formula, u*It is characterized displacement, m.
Derivation is carried out to formula (6) to obtain,
As u=0, equation (7) meets
In formula, k is shearing rigidity, Pa/m.L is to calculate structural plane length, m.At this point, pass through above formula, it is apparent that
In the elastic deformation stage for starting shearing, the shearing rigidity of structural plane and the product of active area are λ, as a result,
It arranges,
In formula, z is shearing thickness, m.G is modulus of shearing, Pa.L is structural plane length, m.Assuming that shear-deformable tangential
And normal direction linear change, then other side claims right side respectively to z and l from 0 to z0And 0 to L do definite integral, it is available
In formula, z0To calculate structural plane thickness of interlayer, m.(11) formula is substituted into equation (8) to obtain
It is substituted into equation (7), and under the conditions of shearing rigidity k replacement small deformation used in use analysis on Large Deformation
Obtaining strain softening shearing constitutive equation is
Extreme value is asked to equation (13), is enabledThen
Arrangement obtains, displacement components u corresponding to skid resistance peak value1For,
At this point, skid resistance peak value is：
In above formula, parameter b reflects the softening properties of material, and b value is bigger, then shear softening characteristic is stronger, parameter u*, b can
It is determined according to rock mass discontinuity direct shear test result.In the present embodiment, b takes 1.85, u*Q-character pipettes 0.002m.
4) the potential gliding mass free face removal load caused by excavating is calculated.It, will when carrying out excavating off-load magnitude calculation
Part Rock And Soil is excavated as the leading edge barricade of potential gliding mass to handle, according to《Technique Code for Building Slope Engineering
(GB50330-2013)》, can be calculated by following formula by excavating caused potential gliding mass free face removal load：
In formula, W is the self weight of potential gliding mass, kN.L is to calculate structural plane length, m.β is structural plane inclination angle, °.C is weak knot
Structure face cohesion, Pa.For structural plane internal friction angle, °.
5) determine that excavating skid resistance under Excavation calculates structural plane shearing constitutive equation used.Assuming that by excavating institute
Removal load is F ', then total skid resistance reduces F ', shown in skid resistance computation model curve, wherein excavating off-load amount F ' can basis
Equation (17) is calculated.Slopes remain static before excavation, i.e., structural plane and excavate free face provide skid resistance with
Sliding force is equal, therefore stress state is in (u, F) point, when slope angle excavates removal load F ', the stress state of potential gliding mass
Variation is (u0, F-F ') and point, wherein sliding force F is,
F=Wsin β (18)
(18) formula is substituted into (13) formula, starting displacement point u when calculating can be displaced to potential gliding mass0It is solved,
Above formula equation is transcendental equation, arrange to equation above,
It enables
Then, u0The as solution of Equation f (u)=0 can be used Newton iteration method and be displaced starting point u to potential gliding mass0It is calculated.
When due to carrying out numerical value calculating using Newton iteration method, needs the root to f (u)=0 of equation to estimate, meter can be passed through herein
It calculates f ' (u), the monotonicity of analytic function f (u) estimates the approximation root of Equation f (u)=0, and according to the following steps to u0
It is solved：
A) approximation root for selecting Equation f (u)=0 is u1, calculate f1=f (u1), f '1=f ' (u1)。
B) according to formulaIterative calculation is primary, obtains new approximation u2, calculate f2=f (u2)、f′2=
f′(u2)。
If c) u2Meet | δ | < ε1Or | f2| < ε2(ε1、ε2For allowable error), then iterative calculation is terminated, with u2As institute
The root of solution.
If d) the number of iterations reaches the times N pre-established, or f '=0 occurs, then reformulate approximation root, otherwise with
(u2,f2,f′2) replace (u1,f1,f′1) substitute into step (b) be iterated calculating again.It calculates to obtain displacement meter and count and begins to be displaced
Point u0Afterwards, structural plane constitutive equation becomes：
6) from kinematics angle, the structural plane control potential gliding mass slide displacement model of side slope to be evaluated is constructed.
In time infinitesimal dt, slide block movement meets Newton's second law, i.e.,
That is, the control side slope slope-mass slide displacement governing equation of the structural plane caused by excavating is by formula for elastic deformation stage
(24) it is described：
Wherein, F=Wsin β,
Equation (13), (18) are substituted into equation (24) and are arranged：
Above formula equation variables separation is obtained
Equation right side is successively integrated
Verified, the original function indicated with elementary function is not present in double integral on the left of equation, therefore is considered as numerical value
The method of integral is to u from 0 to utDo definite integral processing.It enablesEquation form arranges
Numerical integration method be to continuous function carry out sliding-model control, and dblquad be then will be to continuous function
Sliding-model control twice is carried out, be easy to cause error calculated larger.Therefore two are handled using two single integrals here
Multiple integral problem.The product that double integral on the right side of above formula is written as two singles integral is as follows,
It enables
Equation (30) substitution equation (29) is obtained
Here numerical quadrature is carried out to equation (31) using the method for newton-Ke Tesi.By two integrals in equation (31)
The integrating range [0, u of functiont] it is respectively divided into n, m equal part, material calculationChoose Equidistant NodesWherein i=0,1...n, j=0,1...m construct interpolation type quadrature function,
In above formula,For cotes coefficients, transformation u is introducedi=xl1, uj=yl2, then have
Since the integrand in equation (33) is respectively n, m order polynomial, asked carrying out integral to equation (33)
Substantive difficulty can't be encountered when solution, therefore, equation (33) can be written as：
7) according to slide displacement model described in step 6), n=m=7 is taken, in conjunction with primary conditionAnd u=0, t
=0 pair of above formula carries out numerical solution, and the displacement process curve of potential gliding mass is calculated.Potential unstability crag in the present embodiment
Body displacement process curve is as shown in Figure 4.
8) live deformation monitoring data and potential gliding mass displacement process curve are compared and analyzed, treats evaluation structure face
The Displacement Development trend of control side slope is differentiated.
9) convergence that displacement is calculated according to potential gliding mass, the long-time stability for treating evaluation structure face control side slope carry out
Prediction.By being found with survey & design units to the monitoring data of displacement comparative analysis of Dangerous Rock Body, although at present Dangerous Rock Body due to
Losing support, there are the danger of bedding plane sliding unstability, but the displacement of potential gliding mass eventually tends towards stability, big the time required to stablizing
It causes to be 1430h, terminal level displacement is 0.0038m.
It is worth noting that the present embodiment is made from slope excavating rock slope unstability risk factor with excavating removal load
For the startup power of slope instability deformation, force analysis is carried out to the potential unstability block of typical structure face control rock side slope, is established
The slope-mass slide displacement equation of motion realizes that carrying out mathematics to the long-time stability of structural plane control side slope from the angle of slope-mass slide displacement retouches
It states.Compare other calculating means, the method can be to the potential unstability rock mass slide displacement mistake in rock side slope top caused by excavation
Journey is quantitatively described, and can predict its long-time stability, can be right in conjunction with construction site monitoring data of displacement
Slope stability state is evaluated, while can be provided and be borrowed for the selection of reinforcing rock slope time and mode in Practical Project
Mirror has certain practical value.Slope stability and predicting long-term intensity can be relatively accurately judged to a certain extent.
Claims (7)
1. slope stability dynamic evaluation method is controlled based on the structural plane that constitutive model and change in displacement are sheared in strain softening,
It is characterized in that, includes the following steps：
1) it treats evaluation structure face control side slope and carries out SURVEYING OF LANDSLIDE；
2) to excavate removal load as the startup power of slope deforming, force analysis is carried out to the potential gliding mass of side slope to be evaluated；
3) the structural plane skid resistance computation model for considering strain softening is established；
4) the potential gliding mass free face removal load caused by excavating is calculated.
5) determine that structural plane shears constitutive equation；
6) building structural plane controls the side slope slopes equation of motion；
7) the displacement process curve of potential gliding mass is calculated；
8) live deformation monitoring data and potential gliding mass displacement process curve are compared and analyzed, treats the control of evaluation structure face
The Displacement Development trend of side slope is differentiated；
9) convergence that displacement is calculated according to potential gliding mass, the long-time stability for treating evaluation structure face control side slope carry out in advance
It surveys.
2. the structural plane control side slope according to claim 2 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：In step 3), consider that the structural plane of strain softening obtains strain softening and shears this structure
Equation is：
In formula, FRFor the skid resistance that structural plane provides, kN；K is shearing rigidity, Pa/m；U is the displacement of potential gliding mass, m；u*With b root
It is determined according to rock mass discontinuity direct shear test result；u*It is characterized displacement, m；B is the equation coefficient of dimensionless parameter.
3. the structural plane control side slope according to claim 1 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：In step 4), the potential gliding mass free face removal load caused by excavating passes through formula
(2) it calculates；
In formula, F ' is potential gliding mass free face removal load, kN；W is the self weight of potential gliding mass, kN；L is to calculate structural plane length,
m；β is structural plane inclination angle, °；C is weak structural face cohesion, Pa；For structural plane internal friction angle, °.
4. the structural plane control side slope according to claim 1 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：In step 3), structural plane constitutive equation is：
In formula, u0It originates and is displaced for potential gliding mass, m.
5. the structural plane control side slope according to claim 1 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：SURVEYING OF LANDSLIDE described in step 1) includes determining landslide areas range, acquires and converges
Total landslide deformation characteristics data and the hydrology and Geological Engineering condition data.
6. the structural plane control side slope according to claim 5 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：The hydrology and Geological Engineering condition include geology and geomorphology data, ground physics with
Construction operation data near mechanical performance data, crustal stress data, meteorological model data and side slope.
7. the structural plane control side slope according to claim 1 for shearing constitutive model and change in displacement based on strain softening is steady
Qualitative dynamic evaluation method, it is characterised in that：Shown in the self weight of potential gliding mass such as formula (4)：
In formula, γ is the rock mass severe of potential gliding mass, N/m3；H is separation fracture depth, m；α is that structural plane to be evaluated controls Slope
Face inclination angle, °.
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| CN110472314A (en) * | 2019-07-30 | 2019-11-19 | 湖南科技大学 | A method of there are area face stabilities under weak intercalated layer in assessment tunnel |
| CN110887744A (en) * | 2019-11-15 | 2020-03-17 | 宁波大学 | Mass data synchronous monitoring method for shear test of large-size rock mass anchoring structural plane based on circular queue |
| CN111368481A (en) * | 2020-03-29 | 2020-07-03 | 中国石油天然气集团有限公司 | Method for analyzing stability of directional perforation |
| CN111861107A (en) * | 2020-06-08 | 2020-10-30 | 中国地质大学（武汉） | Landslide dynamic stability evaluation method based on intensity reduction method |
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