CN112508061B - Rock engineering slope stability classification method - Google Patents
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Abstract
The invention discloses a rock engineering slope stability classification method, which comprises the following steps: 1) Engineering geology is recorded on a rock engineering side slope, and rock related information is collected; 2) Determining the type of the slope structure according to the acquired information in the step 1); 3) According to the acquired information in the step 1), performing basic rock mass quality classification by using a BQ method; 4) The 7 subclasses of the layered slope body structure and the 3 subclasses of the homogeneous slope body structure are orthogonally combined with the I-V level of the basic mass of the rock mass; 5) The engineering slope is comprehensively divided into 4 types according to the inherent core factors of stability evaluation, namely slope structure, rock mass and slope structure-rock mass; 6) The corresponding support measures are respectively suggested according to 4 types. The method can systematically evaluate the deformation damage mode and stability of the side slope, is convenient for analyzing and evaluating the macroscopic stability of the rock engineering side slope, can provide reliable geological basis for the design of the side slope support, and further adopts corresponding measures in a targeted manner.
Description
Technical Field
The invention relates to a rock engineering technology, in particular to a rock engineering slope stability classification method.
Background
China is one of the most abundant countries in the world, and the water and electricity resources in southwest areas are the most abundant in China. In recent years, along with the continuous promotion of water conservancy and hydropower development in southwest areas of China, the encountered high slope is quite common, and the slope stability problem becomes the most prominent problem faced by engineering construction.
Whether the evaluation result of the slope safety and stability is correct or not is directly related to success or failure of the slope engineering. At present, research emphasis on slope stability can be summarized into two aspects, namely an index system (influencing factors) and an evaluation method. Since the stability of a side slope is affected by various factors, and each factor has uncertainty and complexity, as theoretical research and practice continue to go deep, the influencing factors considered from the engineering geological analysis point of view have comprehensiveness, and slope shape, rock mass strength, rock mass structure, geological structure, weathering, hydrogeology, climate, earthquake, human activity and the like are generally considered, but the influence degree of these factors varies greatly, and key factors cannot be highlighted. In the evaluation method, whether a deterministic analysis method or an uncertainty method such as fuzzy mathematics, gray theory, quantitative theory, information model method and the like is adopted, the accuracy and the actual situation of the slope stability evaluation still have a gap, and the uncertainty analysis method is often complex in calculation, difficult to implement and difficult to popularize.
For engineering slopes, rock mass quality classification is the most important index, is the basis of macroscopic stability evaluation and experience design, is widely applied to engineering slope stability research, and is very important for objectively reflecting inherent properties of slope rock mass, deeply knowing rock mass mechanical properties and reasonably selecting parameters. Basic rock mass of the side slope rock mass, in particular to rock mass determined by a BQ classification method in engineering rock mass classification standard (GB/T50218-2014). Although methods for classifying rock mass of a side slope, such as SMR, CSMR, BQ-Rslope methods, have been subjected to many years of intensive research and engineering practice, the methods have certain limitations, and SMR classification does not consider the influence of the height of the side slope on stability evaluation, nor distinguish the influence of a control structural surface on the stability of the side slope; the correction coefficient of the relation between the F3 slope inclination angle and the structural plane inclination angle in CSMR is excessively large, namely when the slope angle is 10 degrees larger than the structural plane inclination angle, the rock mass is reduced by 60 minutes (three levels) no matter how high the intensity of the rock and the structural plane is, and the influence of the structural plane on the slope stability is not fully considered. The BQ-Rslope method recommended by (CSMR method and application of slope rock mass classification system, li Shengwei, li Tian, wang Lansheng) engineering rock mass classification standard (GB/T50218-2014) mainly aims at rock slopes with the height of 60m and below, and the slope height of the high slope of the hydraulic and hydroelectric engineering is generally more than 60m except that the corrected rock mass quantitative index (BQ) is determined according to the proposed slope engineering rock mass classification method. The rock slope engineering rock mass grading method based on the rock mass quality index BQ is loving clear, so that the rock mass grading method is not very popular in practical engineering at present, and on one hand, the rock slope engineering is more complicated compared with underground engineering, and the influence of influence factors such as slope height, empty face, rock mass structure, geological structure and the like on the slope stability is more prominent; on the other hand, unlike the classification of the surrounding rock of the grotto, the classification of the rock mass of the side slope does not form a consensus result closely related to the classification and the supporting system, and has great limitation in application.
Disclosure of Invention
The invention aims to solve the technical problem of providing a rock engineering slope stability classification method aiming at the defects in the prior art.
The technical scheme adopted for solving the technical problems is as follows:
a rock engineering slope stability classification method comprises the following steps:
1) Engineering geology is recorded on a rock engineering side slope, and rock related information is collected, wherein the rock related information comprises rock strength, rock structure, structural surface characteristics and side slope characteristics; the slope characteristics comprise slope trend, inclination, slope height and slope;
2) Determining the type of a slope body structure according to the acquired information in the step 1), wherein the type of the slope body structure comprises a layered slope body structure, a weak belt control type slope body structure and a homogeneous slope body structure;
the layered slope body structure is related to the slope surface according to the trend of the rock stratumIs divided into a forward slope type I A Reverse slope type I B Oblique slope type I C And a transverse slope type I D ；
Wherein the forward slope comprises a forward slope I AA Forward slope I AB And forward slope I AC Wherein, forward slope I AA Beta is j ＜β s Forward slope I AB Beta is j ≌β s Forward slope I AC Beta is j ＞β s ；
β j Is the structure surface dip angle; beta s Is the slope inclination angle;
the inclined slope comprises an inclined slope I CA And inclined slope I CB Wherein, inclined slope I CA Is inclined forward and inclined slope I CB Is inclined and reversed;
the weak belt control type slope body structure is divided into a weak belt forward-leaning type II according to the relation between the trend of the weak belt and the slope surface A Reverse inclination type II of weak belt B Oblique crossing type II of weak belt C And the weak belt is crossed with II D ；
The weak belt is in the same direction as the inclined II A Including the forward inclination II of the weak belt AA Forward tilting of weak belt II AB And weak zone is inclined in the same direction II AC ；
Wherein, the weak belt leans down II AA Beta is j ＜β s Forward tilting of weak zone II AB Beta is j ≌β s Forward tilting of weak zone II AC Beta is j ＞β s ；
The weak belt is oblique crossing type II C Comprising a weak belt skew II CA And the weak belt is oblique crossing type II CB ，
Wherein, the weak belt is oblique crossing type II CA Is in the diagonal and forward directions, and the weak zone is in diagonal type II CB Is in the direction of oblique crossing and reversing;
the homogeneous slope body structure is divided into an integral homogeneous type, a fragmentation homogeneous type and a bulk homogeneous type according to the integrity of the rock mass;
3) According to the acquired information in the step 1), performing basic rock mass quality classification by using a BQ method;
4) The 7 subclasses of the layered slope body structure, the 3 subclasses of the homogeneous slope body structure are orthogonally combined with the I-V level of the basic mass of the rock mass to form the following combination type;
I AA II、I AA III、I AA IV、I AB II、I AB III、I AB IV、I AC II、I AC III、I AC IV、I B II、I B III、I B IV、I CA II、I CA III、I CA IV、I CB II、I CB III、I CB IV、I D II、
I D III、I D IV、III A I、III A II、III B III、III B IV and III C V；
5) The inherent core factors of the engineering slope according to the stability evaluation are slope body structure, rock mass, and slope body structure-rock mass are comprehensively divided into 4 types:
5.1 Slope body structure control type): i AA II、I AA III、I AB II、I B II、I B III、I CA II and I CB II；
5.2 Rock mass quality control type): i AB IV、I AC IV、I CA IV、I CB IV、I D IV、III B III、III B IV and III C V；
5.3 Slope structure-rock mass quality comprehensive control type): i AA IV、I AB III、I B IV、I CA III、I CB III；
5.4 Stabilized slope body): i AC II、I AC III、I D II、I D III、III A I and III A II；
6) The corresponding support measures are respectively suggested according to 4 types.
The invention has the beneficial effects that:
according to the method, the slope body structure and rock mass quality typical characteristics of the engineering slope are represented, the most core internal factors of slope stability evaluation are highlighted in the classification evaluation process, the slope deformation damage mode and stability can be systematically evaluated by using the method, the macroscopic stability analysis evaluation of the rock engineering slope is facilitated, reliable geological basis can be provided for slope support design, and corresponding measures can be taken in a targeted manner.
Drawings
The invention will be further described with reference to the accompanying drawings and examples, in which:
FIG. 1 is a schematic diagram of a division of the type of a slope structure according to an embodiment of the present invention;
FIG. 2 is an engineering side slope image of an embodiment of the present invention;
FIG. 3 is a mass distribution elevation of an engineered side slope rock mass according to an embodiment of the present invention;
FIG. 4 is a top view of a stability hierarchy outcome of an embodiment of the present invention;
fig. 5 is a flow chart of a method of an embodiment of the present invention.
Detailed Description
The present invention will be described in further detail with reference to the following examples in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
As shown in fig. 5, a method for classifying the stability of a rock engineering slope comprises the following steps:
s1, carrying out engineering geological record on a rock engineering side slope, and collecting related information, wherein the related information comprises rock mass strength, rock mass structure, main structural surface, especially control structural surface characteristics, side slope characteristics (side slope trend, tendency, slope height, slope and the like) and the like;
s2, classifying the slope structure according to the acquired information in the step S1, wherein the classification standard is shown in the figure 1. The slope body structure refers to the combination of various control structural surfaces and temporary surfaces which are pre-existing in the slope rock body, and forms a potential structural mode of sliding deformation blocks in the temporary surface direction along the main control structural surface with a certain scale in space. The slope body structure is different from the rock body structure, and not only has lithology and geological structure characteristics, but also has the characteristics of a temporary surface, the development degree of the controllable structural surface and the combination characteristics of the controllable structural surface and the temporary surface, and the deformation damage mode and the stability condition of the slope are determined. The slope structure mainly considers the combination of a controllable structural surface and a temporary surface which can form a stability problem, and the slope structure is an element for analyzing the stability of the side slope at a relatively macroscopic level, and the block problem of joint control is not studied in the slope structure. The slope is classified only from the view of structural damage, the influence of rock mass quality is not considered, the simple and practical classification system is considered, the main control factors are outstanding, and the slope structure is divided into 3 major classes and 17 subclasses (figure 1).
The specific classification is as follows:
the side slope rock mass of the layered slope structure (I type) mainly comprises layered rock mass, and the side slope lithology is sedimentary rock, layered metamorphic rock or volcanic rock erupting for a plurality of times. The slope body mainly develops a group of penetrability layers or joint surfaces, and besides, does not develop other weak structural surfaces which tend to be empty. The layered slope structure (I type) can be divided into forward slopes (I) A Type, reverse slope type (I) B Type, oblique slope type (I) C Form) and transverse slope form (I) D Type).
1) Forward slope type (I) A A kind of electronic device
The slope body is composed of lamellar rock bodies or is cut by lamellar joints, and the included angle between the rock stratum or joint trend and the slope is less than or equal to 30 degrees (|alpha) j -α s And the angle is less than or equal to 30 degrees), and the tendency is the same as that of the temporary surface. Forward slope (I) according to the relation between rock stratum or joint inclination angle and slope inclination angle A Type) can be classified into:
I AA type (2): the inclination angle of rock stratum or joint is slower than the inclination angle (beta) j ＜β s ) I.e. the so-called cut-foot forward slope, this type of slope structure is most stable to the slope, the failure mode being mainly slip-pull-apart.
I AB Type (2): the formation or joint inclination being equal to or slightly steeper than the free-face inclination (beta) j ≌β s ) Such a ramp structure is generally stable and the failure mode that may occur is slip-bending.
I AC Type (2): rock formation or joint inclination angle is steeper than the free face inclination angle (beta) j ＞β s ) Such a slope structureGenerally stable, and the failure mode that may occur is buckling.
2) Reverse slope type (I) B A kind of electronic device
The slope body is composed of lamellar rock bodies, or the slope body is cut by lamellar joints, the included angle between rock stratum or joint trend and the slope is less than or equal to 30 degrees (|alpha j-alpha s| is less than or equal to 30 degrees), the rock stratum trend is opposite to the free surface, and the deformation and damage mode of the slope body is mainly dumping-pulling crack.
3) Oblique slope type (I) C A kind of electronic device
The slope body is composed of lamellar rock bodies or is cut by lamellar joints, and the included angle between the trend of the rock stratum and the slope is between 30 degrees and 60 degrees (30 degrees < |alpha) j -α s And the angle is less than or equal to 60 degrees), and the slope type (I) is inclined according to the relation between the stratum or joint trend and the slope trend C Type) can be classified into:
I CA type (2): the inclined forward direction, the included angle between the stratum trend and the slope is between 30 degrees and 60 degrees (30 degrees < |alpha) j -α s 60 deg.) but the strata is inclined to the outside of the slope, the bedding surface still can be combined with other constructions to form larger scale blocks, and the possible failure mode is slip-pull crack.
I CB Type (2): the inclination reverse type, the included angle between the stratum trend and the slope is between 30 degrees and 60 degrees (30 degrees < |alpha) j -α s 60 deg.) but the formation tends to be in the slope, such slopes are generally better in structural stability, and the failure mode that may occur is tip-pull.
4) Transverse slope type (I) D A kind of electronic device
The slope body is composed of lamellar rock bodies or is cut by lamellar joints, and the included angle between the rock stratum or joint trend and the slope is between 60 degrees and 90 degrees (60 degrees < |alpha) j -α s The angle is less than or equal to 90 degrees), the structural layer or joint of the slope body generally does not adversely affect the stability of the slope, and the slope is generally stable.
In step S2, the weak zone control type slope structure (type II) mainly appears in the rock slope composed of igneous rock or thick-giant thick layer rock (sedimentary rock, volcanic rock erupted many times), the slope has no layered structure surface, the slope stability and deformation failure mode are controlled by one or more weak zones, the weak zonesThe structure is a grade III or above structure developed in the slope body, and mainly comprises a fault, a shearing band, an ancient wind shell, an alteration band and other similar weak bands. The relationship between the trend of the weak belt and the slope is divided into the forward-leaning type (II) A Type), reverse inclination of weak belt (II) B Oblique crossing type of weak belt (II) C Type) and the weak band transversally (II) D Type).
Similar to the layered slope structure, the weak zone leans down (II A According to the inclination angle of the weak belt and the inclination angle of the slope: II AA Beta (beta) j ＜β s )、II AB Beta (beta) j ≌β s )、II AC Beta (beta) j ＞β s ) The method comprises the steps of carrying out a first treatment on the surface of the Bias type weak belt (II) C Type) can be classified into a relationship between the tendency of the weak belt and the tendency of the slope: II AA (oblique forward) and II AB Type (diagonal reverse).
Unlike a layered slope structure, all the layers or joints of the layered slope structure (type I) may constitute a control factor for slope stability, the specific control layer or joint is relatively uncertain, while the weak zone control type slope structure (type II) slope stability control factor is mainly a specific weak zone developed on the slope, and a specific mode may be determined in stability analysis, even a positioning or semi-positioning block, a dumping rock position, etc. may be constructed.
In step S2, the homogeneous slope body structure (type III) has a relatively uniform rock body structure in the slope body of the type of slope body structure, no lamellar structure surface or weak structure surface develops, and the anisotropic characteristic of the rock body is not obvious. Can be divided into integral homogeneous type (III A Type), fragmentation and homogenization (III) B Type) and dispersoid type (III) C Type).
1) Integral homogeneous type (III) A A kind of electronic device
The rock mass is in a massive giant thick layer shape, the structural surface does not develop, and most of the rock mass is a rigid structural surface and the penetrating weak structural surface is rare. The slope body structure has good slope stability, and generally has no stability problem.
2) Fragmentation homogenization (III) B A kind of electronic device
The slope body is composed of broken rock bodies with structures affecting the rock quality, faults, joints, lamellar and lamellar development are realized, the structural surface is generally more than 3 groups, and the structural surface cuts the slope body into relatively uniform broken blocks. The failure mode that may occur is large-scale block destabilization.
3) Bulk homogeneous (III) C A kind of electronic device
The slope body is cut into blocks with smaller volume difference, the rock body is broken and loosened, and deformation damage is not controlled by a certain structural surface or a certain group of structural surfaces. The main deformation failure mode is slumping; when the crushing is serious, the arc sliding can be similar to the soil body damage.
S3, according to the acquired information in the step S1, carrying out basic rock mass quality classification according to a BQ method of engineering rock mass classification standard (GB/T50218-2014);
s4, considering that the weak belt control type slope body structure has a certain similarity with the layered slope body structure, and the main problem is to analyze and research the weak structure surface, and the classification is similar to the layered slope body structure. 7 subclasses of the layered slope body structure, 3 subclasses of the homogeneous slope body structure and I-V levels of the basic mass of the rock mass are orthogonally combined to form a combination type of table 1, and 26 subclasses are formed.
TABLE 1 SQ Classification method slope Classification Table
Note that: "-" indicates that such a side slope is not present.
S5, on the basis of the classification of the comparison table 1, dividing the engineering slope into 4 types according to the slope body structure (slope mass structure) and the rock mass quality (rock mass basic quality), which are the most central internal factors for evaluating the stability of the rock engineering slope: slope structure control type, rock mass quality control type, slope structure-rock mass quality comprehensive control type and stable slope;
the slope structure control type slope means that the stability of the slope mainly depends on the slope structure of the slope, the rock mass is generally good, and the quality is mostly II level and III level.
The rock mass quality control type side slope means that the stability of the side slope mainly depends on the rock mass of the side slope, most of the side slopes are poor in rock mass, and most of the rock mass is IV level.
The slope structure-rock mass quality comprehensive control type slope means that the stability is not only dependent on the slope structure of the slope, but also controlled by the rock mass quality, and is mainly a slope with unfavorable slope structure and poor rock mass quality;
the stable slope body refers to a slope body with a slope structure and rock mass which are beneficial to slope stability.
S6, respectively providing supporting measures suggestions according to the slope characteristics and the evaluation tables 2-4 corresponding to the 4 types.
The slope body structure control type side slope mainly comprises I AA II、I AA III、I AB II、I B II、I B III、I CA II、I CB II. The possible damage mode, stability evaluation and supporting measures of the slope body structure control type slope are shown in Table 2.
TABLE 2 control (S-type) slope characteristics and evaluation Table for slope structure
The quality control type of the rock mass is mainly I type AB IV、I AC IV、I CA IV、I CB IV、I D IV、III B III、III B IV、III C V is provided. The possible damage mode, stability evaluation and supporting measures of the rock mass quality control type slope are shown in Table 3.
TABLE 3 rock mass quality control (Q-type) slope characteristics and evaluation Table
The side slope structure-rock mass quality comprehensive control type side slope mainly has I AA IV、I AB III、I B IV、I CA III、I CB III. The possible damage mode, stability evaluation and supporting measures of the slope structure-rock mass quality comprehensive control type slope are shown in Table 4.
TABLE 4 slope Structure-rock mass quality comprehensive control (SQ type) slope characteristics and evaluation Table
The slope stability of stable slope type is generally better, no large stability problem exists, the problem of local block stability controlled by IV and V level structural surfaces only can occur in the excavation period, the support is mainly shallow layer support, and the slope mainly comprises I AC II、I AC III、I D II、I D III、III A I、III A II。
One specific application example:
the method is used for classifying and evaluating the stability by taking the engineering side slope at the position as an example of the left side slope at the outlet of the flood discharge tunnel at the left bank of a hydropower station in Jinshajiang.
The specific implementation steps are as follows:
s1, carrying out engineering geological record on the engineering slope, and collecting relevant information. As shown in fig. 2, the segments 1070m to 970m of the side slope Gao Chengyao are fourth series cover layer stripping slopes, and the elevations 970m to 940m are bedrock excavation opening lines. The excavation slope ratio from below the opening line to the height 850m is 1:0.2 (79 degrees), the excavation slope ratio from below 850m to 806m is 1:0.3 (73 degrees), the excavation slope ratio from 806m to the bottom plate 792m (the bottom plate foundation gallery height is 786.5 m) is 1:0.6 (59 degrees), and the comprehensive gradient after excavation is about 64 degrees. The height of the engineering side slope is 183.5m (970 m-786.5 m), the engineering side slope is generally provided with a horse road with the width of 3m and the height of 850m is 4m. The side slope goes 193 deg. in the downstream direction.
Engineering side slope mainly uses stratum as front jolt snow falling group (Pt) 2 l) stratum, a small amount of the seismology lamp shadow set (Z) 2 d) Cliff set (Z) 2 g) Ground (floor)Layer, fault F 6 The lithology of the upstream side is mainly lamellar limestone, the small part is extremely lamellar limestone, the rock mass is poor in multiple integrity, the small part is crushed, and the rock mass is mainly micro-new; fault F 6 The lithology of the downstream side is lamellar or ultrathin dolomite, most of the lithology is lamellar or disintegrated, the small part of the lithology is lamellar or ultrathin, the small part of the lithology is broken, the small part of the lithology is poor in integrity, and the part of the lithology is slightly new and the part of the lithology is weakly weathered. Fault of acceptance F 6 The influence is that the stratum production has a certain change, the trend is generally 250-290 degrees, the inclination S is 70-85 degrees, and the local inclination is reversed.
F 6 The fault trend is 70-90 degrees, the inclination SE is that the downstream is inclined to the left bank, and the inclination angle is about 70 degrees; the fault bandwidth is generally 3-8 m and mainly consists of broken rock and part of broken rock.
The engineering side slope crack generally does not develop, locally develops, mainly takes the surface crack as a main part, and has the crack length of 5-10 m generally; few external cracks on the slope and small scale.
S2, classifying the slope structure according to the acquired information in the step S1, wherein the classification standard is shown in FIG. 1. The engineering side slope develops faults F 6 However, the trend of the slope is intersected with the slope direction at a large angle and is steep, and the slope is wholly stable without leading control; the slope is a typical layered sedimentary rock by using rock mass, and the layer development is judged as a layer slope body structure (I type); wherein Pt is 2 The structure of the stratum slope is a steep transverse slope, and is further determined as a transverse slope type (I) D A profile); wherein Z is 2 d、Z 2 g stratum slope structure is a gentle slope and is further determined as a reverse slope (I) B Type).
S3, according to the acquired information in the step S1, basic rock mass quality classification is carried out according to a BQ method of engineering rock mass classification standard (GB/T50218-2014), and the specific distribution is shown in figure 3.F (F) 6 Fault upstream side slope rock mass with III 2 The stage is mainly, a small amount of IV 1 A stage; f (F) 6 Fault downstream side slope rock mass IV 1 Stage IV 2 The stage is mainly, a small amount of III 2 A stage; f (F) 6 The fault rock mass is IV 2 stage-V.
S4, synthesisConsidering the most central internal factors of the rock engineering slope stability evaluation, namely the slope structure and the rock mass, the slopes are classified according to the combination types of the table 1: f (F) 6 Fault upstream side slope I D Type III is mainly, small amount of I D Type IV; f (F) 6 Fault downstream side slope, Z at upper part 2 d、Z 2 g stratum, respectively I B Type III and I B Type IV, pt at the lower part 2 I is the whole stratum D Type IV, minor amount of I D Type III has limited overall stability on hillsides.
S5, classifying the engineering slopes based on main control factors for evaluating the stability on the basis of the classification of the engineering slopes according to the table 1 as shown in fig. 4: f (F) 6 Fault upstream side slope I D Type III is mainly, small amount of I D Type IV, wherein I D The III type is a stable slope type, the whole is stable, and the problem of block controlled by the structural surface can exist locally; small amount of I D Type IV is rock mass quality control type (type Q), and has poor stability. F (F) 6 A fault downstream side slope, wherein Z at the upper part 2 d stratum I B III, namely a slope structure control type (S type) which is basically stable to worse; z at the upper part 2 g stratum is I B IV type is a slope structure-rock mass quality comprehensive control type (SQ type) and has poor stability; pt at the lower part 2 The stratum I is mainly I D IV type is rock mass quality control type (Q type), and has poor-poor stability and small amount of I D Type III stable hillside forms, but limited in scope, and may locally present block problems with structural face control.
Based on classification of the side slopes, corresponding supporting treatment measures are proposed for each type of side slope according to tables 2-4.
It will be understood that modifications and variations will be apparent to those skilled in the art from the foregoing description, and it is intended that all such modifications and variations be included within the scope of the following claims.
Claims (1)
1. The rock engineering slope stability classification method is characterized by comprising the following steps of:
1) Engineering geology is recorded on a rock engineering side slope, and rock related information is collected, wherein the rock related information comprises rock strength, rock structure, structural surface characteristics and side slope characteristics; the slope characteristics comprise slope trend, inclination, slope height and slope;
2) Determining the type of a slope body structure according to the acquired information in the step 1), wherein the type of the slope body structure comprises a layered slope body structure, a weak belt control type slope body structure and a homogeneous slope body structure;
the layered slope body structure is divided into a forward slope type I according to the relation of the stratum trend and the slope surface A Reverse slope type I B Oblique slope type I C And a transverse slope type I D ；
Wherein the forward slope comprises a forward slope I AA Forward slope I AB And forward slope I AC Wherein, forward slope I AA Beta is j ＜β s Forward slope I AB Beta is j ≌β s Forward slope I AC Beta is j ＞β s ；
β j Is the structure surface dip angle; beta s Is the slope inclination angle;
the inclined slope comprises an inclined slope I CA And inclined slope I CB Wherein, inclined slope I CA Is inclined forward and inclined slope I CB Is inclined and reversed;
the weak belt control type slope body structure is divided into a weak belt forward-leaning type II according to the relation between the trend of the weak belt and the slope surface A Reverse inclination type II of weak belt B Oblique crossing type II of weak belt C And the weak belt is crossed with II D ；
The weak belt is in the same direction as the inclined II A Including the forward inclination II of the weak belt AA Forward tilting of weak belt II AB And weak zone is inclined in the same direction II AC ；
Wherein, the weak belt leans down II AA Beta is j ＜β s Forward tilting of weak zone II AB Beta is j ≌β s Forward tilting of weak zone II AC Beta is j ＞β s ；
The weak belt is oblique crossing type II C Comprising a weak belt skew II CA And is softWeak zone skew II CB ，
Wherein, the weak belt is oblique crossing type II CA Is in the diagonal and forward directions, and the weak zone is in diagonal type II CB Is in the direction of oblique crossing and reversing;
the homogeneous slope body structure is divided into an integral homogeneous type, a fragmentation homogeneous type and a bulk homogeneous type according to the integrity of the rock mass;
3) According to the acquired information in the step 1), performing basic rock mass quality classification by using a BQ method;
4) The 7 subclasses of the layered slope body structure, the 3 subclasses of the homogeneous slope body structure are orthogonally combined with the I-V level of the basic mass of the rock mass to form the following combination type;
I AA II、I AA III、I AA IV、I AB II、I AB III、I AB IV、I AC II、I AC III、I AC IV、I B II、I B III、I B IV、I CA II、I CA III、I CA IV、I CB II、I CB III、I CB IV、I D II、I D III、I D IV、III A I、III A II、III B III、III B IV and III C V；
5) The inherent core factors of the engineering slope according to the stability evaluation are slope body structure, rock mass, and slope body structure-rock mass are comprehensively divided into 4 types:
5.1 Slope body structure control type): i AA II、I AA III、I AB II、I B II、I B III、I CA II and I CB II；
5.2 Rock mass quality control type): i AB IV、I AC IV、I CA IV、I CB IV、I D IV、III B III、III B IV and III C V；
5.3 Slope structure-rock mass quality comprehensive control type): i AA IV、I AB III、I B IV、I CA III、I CB III；
5.4 Stabilized slope body): i AC II、I AC III、I D II、I D III、III A I and III A II；
6) The corresponding support measures are respectively suggested according to 4 types.
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| KR100941941B1 (en) * | 2009-09-08 | 2010-02-11 | 한국지질자원연구원 | Method for providing rock slope information by a rock slope information management server |
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| CN110991885A (en) * | 2019-12-03 | 2020-04-10 | 四川省地质工程勘察院集团有限公司 | Method for evaluating easiness of developing of regional bedding rock slope |
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| CN101538861A (en) * | 2009-04-21 | 2009-09-23 | 中国科学院武汉岩土力学研究所 | Highway slope stability grading evaluation method |
| KR100941941B1 (en) * | 2009-09-08 | 2010-02-11 | 한국지질자원연구원 | Method for providing rock slope information by a rock slope information management server |
| CN107067333A (en) * | 2017-01-16 | 2017-08-18 | 长沙矿山研究院有限责任公司 | A kind of high altitudes and cold stability of the high and steep slope monitoring method |
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