CN111811345A - Stone breaking method for reducing road unstable steep slope dangerous rock mass catastrophe risk - Google Patents
Stone breaking method for reducing road unstable steep slope dangerous rock mass catastrophe risk Download PDFInfo
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- CN111811345A CN111811345A CN202010607354.8A CN202010607354A CN111811345A CN 111811345 A CN111811345 A CN 111811345A CN 202010607354 A CN202010607354 A CN 202010607354A CN 111811345 A CN111811345 A CN 111811345A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D5/00—Safety arrangements
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention discloses a stone breaking method for reducing the catastrophe risk of an unstable road steep slope dangerous rock mass, which comprises the following steps: the method comprises the following steps of (1) surveying dangerous rock masses, analyzing deformation and instability processes of the dangerous rock masses to obtain deformation modes and damage ranges of the dangerous rock masses, and determining whether the dangerous rock masses are unstable structures or not according to the deformation modes and the damage ranges; aiming at dangerous rock masses of unstable structures, carrying out catastrophe risk analysis on the highway structures by the dangerous rock masses according to the deformation modes and the damage ranges of the dangerous rock masses and in combination with the arrangement conditions of the highway structures to obtain the degree of damage of the dangerous rock masses to the highway structures; if the damage degree of dangerous rock bodies possibly causing the highway structures reaches an unacceptable level, covering a flexible protective net on the dangerous rock bodies; determining the structure and the installation mode of the anchor rod according to the structural characteristics of the dangerous rock mass and the design load of the anchor rod; drilling, blasting and slag removal. The invention can reduce the catastrophe risk in the process of clearing the dangerous rock mass and the catastrophe risk of the highway structure in the operation process.
Description
Technical Field
The invention relates to the technical field of road construction in civil engineering, in particular to a stone breaking method for reducing the catastrophe risk of an unstable steep slope dangerous rock mass of a highway.
Background
The natural side slope is tested for a long time in a geological history period, and under the long-term weathering and unloading action, the problem of local stability of the shallow surface layer of the side slope (namely the problem of dangerous rock mass) exists, and particularly in a mountain area, the dangerous rock mass exists in a large quantity. Particularly, when a large movable fracture zone is arranged at the position along a highway, dangerous rocks which are collapsed in an early period of a large earthquake and are not collapsed are hung above highway buildings in a high suspension mode, local small-range natural factors or artificial excavation factors can cause instability of the dangerous rocks, and the dangerous rocks are threatened to roads and bridges of the highway just like a timing bomb and even bring disastrous results. Therefore, the method has very important significance for eliminating the harm of dangerous rock masses to the road in time.
At present, the overall dangerous rock mass treatment idea is to adopt corresponding treatment measures according to the geological condition classification and the danger classification of dangerous rock masses, the measures comprise clearing, net hanging, concrete spraying, slope protection and the like, and the treatment target is to design a single dangerous rock mass obtained through investigation and analysis as a basic unit. The method for treating the dangerous rock mass generally comprises the steps of controlling blasting treatment, particularly having high requirements on blasting technology in the blasting treatment of the dangerous rock mass under a complex environment, firstly analyzing the stability of the dangerous rock mass, then calculating and determining the maximum safety threshold of the blasting vibration speed according to the stability coefficient of the dangerous rock mass calculated under the condition of blasting vibration, and simultaneously calculating the maximum single-hole explosive quantity at different distances from the dangerous rock mass, so that the maximum single-hole explosive quantity is used for determining the hole network parameters, the blasting vibration is controlled within a safety range, and safety accidents caused by instability of the dangerous rock mass due to blasting vibration disturbance in the early blasting process are prevented.
In the traditional blasting method, because dangerous rock masses are often in high altitude, rock blocks in the blasting process are extremely dangerous to splash, and the falling point is difficult to control; in addition, in the traditional method, a bent frame is often required to be erected in the drilling construction process, and particularly when dangerous rock masses have a certain height, the bent frame erecting construction cost is high, and a large construction safety risk exists.
Disclosure of Invention
The invention provides a rock breaking method for reducing the catastrophe risk of an unstable highway steep slope dangerous rock mass, which is used for solving the technical problems of complex construction process and large construction falling risk in the drilling construction process of the conventional dangerous rock mass blasting method.
In order to solve the technical problems, the technical scheme provided by the invention is as follows:
a stone breaking method for reducing the catastrophe risk of unstable steep slope dangerous rock masses of a highway comprises the following steps:
s1: the dangerous rock mass is investigated, deformation and instability process analysis is carried out on the dangerous rock mass according to the investigation result of the dangerous rock mass, the deformation mode and the damage range of the dangerous rock mass are obtained, and whether the dangerous rock mass is in an unstable structure or not is determined according to the deformation mode and the damage range;
s2: aiming at dangerous rock masses of unstable structures, carrying out catastrophe risk analysis on the highway structures by the dangerous rock masses according to the deformation modes and the damage ranges of the dangerous rock masses and in combination with the arrangement conditions of the highway structures to obtain the degree of damage of the dangerous rock masses to the highway structures;
s3: if the damage degree of dangerous rock bodies possibly causing the highway structures reaches an unacceptable level, covering a flexible protective net on the dangerous rock bodies; determining the structure and the installation mode of the anchor rod according to the structural characteristics of the dangerous rock mass and the design load of the anchor rod;
s4: drilling, blasting and slag removal.
Preferably, the investigation result of the dangerous rock mass comprises: dangerous rock mass structure characteristics and forming conditions, lithology combination characteristics, rock mass fracture development characteristics, rock mass quality analysis and dangerous rock forming condition analysis; the analysis of formation conditions of dangerous rocks comprises the analysis of the effects on rock mass structure, unloading effect, water effect and human engineering activities.
Preferably, the analysis of the deformation and instability process of the dangerous rock mass comprises the following steps: a discontinuous deformation numerical simulation analysis method is adopted, or after the appearance structure of the dangerous rock mass is classified, a typical deformation damage geomechanical mode is adopted for analysis.
Preferably, the discontinuous deformation numerical simulation analysis method comprises the following steps:
taking the investigation result of the dangerous rock mass as input, and adopting a discontinuous deformation numerical simulation program to analyze the deformation and instability process of the dangerous rock mass of the cliff; determining whether the dangerous rock mass is an unstable structure according to the deformation mode and the damage range comprises the following steps: determining a dangerous rock mass which will finish the deformation and instability process in the future preset time in the deformation and instability process analysis as an unstable structure;
wherein the deformation destabilization process comprises at least three stages: the method comprises a local deformation damage stage, a collapse damage stage caused by pulling a large-scale rock mass out of a slope by horizontal earthquake force, and a collapse or eccentric rolling damage stage caused by shattering a small amount of loose rock masses at the top of a rear edge broken wall.
Preferably, after the appearance structure of the dangerous rock mass is classified, analyzing by adopting a typical deformation failure geomechanical pattern, and determining the dangerous rock mass which can finish shearing failure or collapse, collapse and disintegration failure in the future predetermined time in the analysis and analysis of the typical deformation failure geomechanical pattern as an unstable structure;
wherein the typical deformation failure geomechanical analysis comprises the steps of:
and (3) performing deformation destruction mechanical mode analysis on the rock mass in a natural state: for a rock mass with a slope surface in a certain temporary air condition, when the shearing force borne by the rock mass is greater than the shearing strength of a potential failure surface, dangerous rock mass is subjected to shearing failure;
the mechanical mode of deformation and destruction of the rock mass in the earthquake state is as follows: for the rock mass at the upper part of the slope body with a larger slope gradient, an inner slope-inclining structural surface and an outer slope-inclining structural surface forming a control structural surface, when the following three failure conditions are simultaneously met: when the shearing force borne by the inner structure surface of the inclined slope is greater than the shearing strength thereof, when the shearing force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof, and when the pulling force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof; determining that under the action of an earthquake, the outer structural surface of the steep slope is shattered and broken, and the collapse is outwards pulled to break to cause collapse, disintegration and damage of the dangerous rock mass.
Preferably, the road structure comprises: house structures, roadbed engineering, roadbed retaining engineering, bridge engineering, tunnel engineering, villages, schools, passing vehicles and land resources with wide social influence.
Preferably, the method for carrying out the catastrophe risk analysis of dangerous rock masses on the highway structures comprises the following steps:
evaluating the instability probability of the dangerous rock mass according to the deformation mode and the damage range of the dangerous rock mass;
according to different types of highway structures, the main disaster-suffering mode and the danger of the highway structures are integrated to evaluate the catastrophe vulnerability, the asset value is calculated, and the disaster-suffering body density and the value distribution of the highway structures are researched and counted in a classified mode;
determining the value loss rate and the disaster economic loss according to different damage levels of the disaster-affected body;
and evaluating the catastrophe risk grade according to the instability probability of the dangerous rock mass, the density and value distribution of the affected body of the road structure, and the value loss rate and the disaster economic loss corresponding to different damage grades.
Preferably, the acceptable risk level of the extent of damage that a dangerous rock mass may cause to a road structure is determined by the following characterization:
based on the catastrophe risk evaluation principle and evaluation purpose of dangerous rock mass to highway structures, a material element comprehensive risk evaluation model is established, and an entropy theory is applied to calculate and analyze index weight; then, sequencing the relevance to determine the risk size, and analyzing the frequency and consequence dual characteristics of the catastrophe risk of the dangerous rock body highway structure;
representing the catastrophe risk of the dangerous rock mass on the highway structure by adopting a risk matrix mode, wherein the abscissa of the risk matrix is a failure consequence, the ordinate is failure possibility, and different combinations of the failure possibility and the failure consequence obtain different risk level grades;
and (3) establishing an acceptable risk criterion according to the acceptance degree of the public to the catastrophe risk level of the dangerous rock body highway structure and based on two acceptable risk level expression modes of an F _ N curve method and an ALARP criterion.
The invention has the following beneficial effects:
the stone breaking method for reducing the catastrophe risk of the unstable abrupt slope dangerous rock mass of the highway analyzes the deformation and instability process of the dangerous rock mass, and avoids resource waste caused by blasting the dangerous rock mass with a stable structure. And the method takes reduction of the catastrophe risk as a starting point, thereby not only reducing the catastrophe risk in the process of clearing away the dangerous rock body, but also reducing the catastrophe risk of the highway structure in the operation process. The method is suitable for reducing the slope catastrophe risk of structures such as roads and bridges in highway construction, water conservancy slope engineering and related building engineering.
In addition to the objects, features and advantages described above, other objects, features and advantages of the present invention are also provided. The present invention will be described in further detail below with reference to the accompanying drawings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic flow chart of a rock breaking method for reducing the catastrophe risk of unstable steep slope dangerous rock masses of a highway according to the preferred embodiment of the invention;
FIG. 2 is a schematic representation of the start of a top fractured rock mass slump drop + the wedge shear failure (40 time steps) of the preferred embodiment of the present invention;
FIG. 3 is a schematic drawing of a steep incline outer structural surface spallation cut-through (100 time step) of a preferred embodiment of the invention;
FIG. 4 is a schematic diagram of the central rock mass fracture disintegration deformation (130 time steps) of the preferred embodiment of the present invention;
FIG. 5 shows a preferred embodiment of the invention after breaking up the pieces of rock from the parent rock and dropping them down the toe (a 160 time steps and b 180 time steps);
FIG. 6 is a schematic diagram of a third exemplary deformation state (330 time steps) of the preferred embodiment of the present invention;
FIG. 7 is a schematic diagram of the gradual steady state (600 time steps) after oscillation according to the preferred embodiment of the present invention.
Detailed Description
The embodiments of the invention will be described in detail below with reference to the drawings, but the invention can be implemented in many different ways as defined and covered by the claims.
Referring to fig. 1, the invention relates to a rock breaking method for reducing the catastrophe risk of unstable steep slope dangerous rock masses of a highway, which comprises the following steps:
s1: and (4) surveying the dangerous rock mass, analyzing the deformation and instability process of the dangerous rock mass according to the survey result of the dangerous rock mass to obtain the deformation mode and the damage range of the dangerous rock mass, and determining whether the dangerous rock mass is in an unstable structure according to the deformation mode and the damage range.
In practical implementation, the investigation result of the dangerous rock mass comprises the following steps: dangerous rock mass structure characteristics and forming conditions, lithology combination characteristics, rock mass fracture development characteristics, rock mass quality analysis and dangerous rock forming condition analysis; the analysis of formation conditions of dangerous rocks comprises the analysis of the effects on rock mass structure, unloading effect, water effect and human engineering activities.
In this embodiment, deformation and instability process analysis is performed on the dangerous rock mass, including the following steps: a discontinuous deformation numerical simulation analysis method is adopted, or after the appearance structure of the dangerous rock mass is classified, a typical deformation damage geomechanical mode is adopted for analysis.
The discontinuous deformation analysis method is suitable for analyzing the large deformation problem of the discontinuous medium, so that the simulation of the whole processes of movement, rotation, opening, closing and the like of the rock block is realized, the deformation mode and the damage range of the rock mass can be judged according to the simulation, and the correct evaluation is made on the overall and local stability of the dangerous rock mass.
In this embodiment, a discontinuous deformation numerical simulation analysis method is performed by using DDA, a discontinuous deformation numerical simulation program), and includes the following steps:
taking the investigation result of the dangerous rock mass as input, and adopting a discontinuous deformation numerical simulation program to analyze the deformation and instability process of the dangerous rock mass of the cliff; determining whether the dangerous rock mass is an unstable structure according to the deformation mode and the damage range comprises the following steps: determining a dangerous rock mass which will finish the deformation and instability process in the future preset time in the deformation and instability process analysis as an unstable structure;
wherein the deformation destabilization process comprises at least three stages: the method comprises a local deformation damage stage, a collapse damage stage caused by pulling a large-scale rock mass out of a slope by horizontal earthquake force, and a collapse or eccentric rolling damage stage caused by shattering a small amount of loose rock masses at the top of a rear edge broken wall.
The first stage is a local deformation damage stage:
referring to fig. 2, wedge shear-collapse failure; the rock mass of the convex part of the slope top collapses a little under the action of vibration; the structural surface outside the steep slope of the trailing edge is locally shattered.
And a second stage: and (3) a collapse damage stage caused by pulling the large-scale rock body outwards the slope by horizontal earthquake force:
referring to fig. 3, 4, 5(a) and 5(b), most loose rock masses (blocks) protruding outwards from the slope top are cracked and slipped, and part of rock masses at the position of the concave cavity are sheared, staggered and deformed by shattering; after the steep-slope outer structural surface of the trailing edge is shattered, the steep-slope outer structural surface continues to develop and extend to the deep part, so that the shallow surface layer columnar rock mass in the middle of the slope is fractured along the through fracture surface, and the collapse, collapse and disintegration are damaged; part of rock blocks separated from the mother rock repeatedly impact the rear wall and the bridge piers and then fall to the slope toe integrally; the entire deformation failure process can be described as collapse failure.
And a third stage: a small amount of loose rock blocks on the top of the rear edge broken wall are broken by shattering and sliding or eccentric rolling
Referring to fig. 6 and 7, after the first two-stage destruction, a small cavity is formed at the upper part of the rear edge broken wall, and the rock mass with the top part protruding outwards is shattered by earthquake and is in a loose fragmentation state. The part of the rock mass slides and collapses outwards the slope or eccentrically rolls and damages under the action of gravity and earthquake force, the broken rock mass after being damaged and disintegrated falls downwards, and the broken rock mass and the earlier unstable rock mass are accumulated at the slope toe and are gradually stabilized after being vibrated.
Through simulation, the fact that due to the amplification effect of earthquakes at high altitudes and end parts, the rock mass of the convex part of the slope body is unstable earlier than the rock masses at other parts, after the instability, the convex part of the slope body is thrown outwards along the slope inner structure surface, and the thrown rock masses are rebounded by collision with the bridge piers, so that the horizontal displacement of the bridge piers can generate large-amplitude fluctuation changes.
Simulation shows that when the structural plane in the inclined slope is relatively developed, the slope angle formed after the earthquake dynamic action is damaged is relatively steep and is generally between 50 and 75 degrees. The method is obviously different from the slope form formed after the cliff developed from the structural plane of the inclined slope is damaged.
Through simulation analysis of the instability deformation process, the damage mode, the damage scale and the deformation size of an undamaged point of the dangerous rock cliff under the action of power are preliminarily mastered.
In the implementation process, after the appearance structure of the dangerous rock mass is classified, a typical deformation failure geomechanical mode can be adopted for analysis, and the dangerous rock mass which can finish shearing failure or collapse, collapse and disintegration failure in the future predetermined time in the analysis and analysis of the typical deformation failure geomechanical mode is determined to be an unstable structure.
Wherein the typical deformation failure geomechanical analysis comprises the steps of:
and (3) performing deformation destruction mechanical mode analysis on the rock mass in a natural state: for a rock mass with a slope surface in a certain temporary air condition, when the shearing force borne by the rock mass is greater than the shearing strength of a potential failure surface, dangerous rock mass is subjected to shearing failure. In a natural state, the damage of the rock mass of the scarp is mainly shear-drop damage, judgment is easy, when the shearing force formed by decomposing all external force on a certain structural surface exceeds the shearing strength of the structural surface, the rock mass can be subjected to shear damage along the structural surface, and the method is mainly suitable for the rock mass with a slope surface under certain temporary condition.
The mechanical mode of deformation and destruction of the rock mass in the earthquake state is as follows:
under the action of seismic dynamic force, the most typical failure mode of a rock body under the combined action of gravity and horizontal seismic force is as follows: collapse is destroyed, the rock mass on the upper part of the slope body is a typical representative of the destruction mode, the slope with larger gradient and the rock mass structural plane development (two structural planes in the slope and outside the slope form a control structural plane) create physical and geological conditions for the destruction mode, and the horizontal earthquake inertia force is a main power source of the destruction mode. Therefore, for the rock mass on the upper part of the slope body with a larger slope gradient and two structural surfaces of the inner slope and the outer slope forming the control structural surface, when the following three failure conditions are simultaneously met: when the shearing force borne by the inner structure surface of the inclined slope is greater than the shearing strength thereof, when the shearing force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof, and when the pulling force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof; determining that under the action of an earthquake, the outer structural surface of the steep slope is shattered and broken, and the collapse is outwards pulled to break to cause collapse, disintegration and damage of the dangerous rock mass.
S2: aiming at dangerous rock masses of unstable structures, combining the layout condition of the highway structures according to the deformation mode and the damage range of the dangerous rock masses, carrying out catastrophe risk analysis on the highway structures by the dangerous rock masses, and obtaining the degree of damage of the dangerous rock masses to the highway structures.
In this embodiment, the road structure includes: house structures, roadbed engineering, roadbed retaining engineering, bridge engineering, tunnel engineering, villages, schools, passing vehicles and land resources with wide social influence.
When in implementation, the method for carrying out the catastrophe risk analysis of dangerous rock masses on the highway structures comprises the following steps:
and evaluating the instability probability of the dangerous rock mass according to the deformation mode and the damage range of the dangerous rock mass. Based on probability theory, a probability analysis method for dangerous rock mass risk evaluation is provided, namely, the risk of dangerous rock mass failure is evaluated by instability probability. And establishing a limit state equation by combining a Janbu method, and calculating the instability risk of the dangerous rock mass by applying a MonteCarIo algorithm, a first-order moment algorithm or a Rosenblue algorithm.
According to different types of highway structures, the main disaster-suffering mode and the danger of the highway structures are integrated to evaluate the catastrophe vulnerability, the asset value is calculated, and the disaster-suffering body density and the value distribution of the highway structures are researched and counted in a classified mode. The catastrophe vulnerability of the road structure of the dangerous rock mass is a result of a disaster acting on a disaster bearing body, and the evaluation of the catastrophe vulnerability of the road structure is a necessary step for analyzing the catastrophe risk of the road structure. Based on the main characteristics of the highway, the main disaster-affected bodies are divided into 8 types (house structures, roadbed projects, roadbed retaining projects, bridge projects, tunnel projects, villages and schools with wide social influences, passing vehicles and land resources), and the main disaster-affected modes and the danger evaluation embodiment are defined. The natural resource asset value can be calculated by adopting methods such as a market pricing method, a net price method (inverse algorithm), a cost method and the like, and the disaster-affected body density and value distribution are investigated and counted by adopting a classification method.
And determining the value loss rate and the disaster economic loss according to different damage grades of the disaster-affected body. And assigning basic signs of different damage levels of various disaster-stricken bodies. And classifying and quantitatively analyzing the damage degrees of various disaster-affected bodies by adopting a comprehensive evaluation model, and further determining the value loss rate of the disaster-affected bodies and the economic loss of the disasters according to the calculation result.
And evaluating the catastrophe risk grade according to the instability probability of the dangerous rock mass, the density and value distribution of the affected body of the road structure, and the value loss rate and the disaster economic loss corresponding to different damage grades.
In practice, an acceptable risk level for the extent of damage that a dangerous rock mass may cause to a road structure is preferably determined by the following characterization:
based on the catastrophe risk evaluation principle and evaluation purpose of dangerous rock mass to highway structures, a material element comprehensive risk evaluation model is established, and an entropy theory is applied to calculate and analyze index weight; then, sequencing the relevance to determine the risk size, and analyzing the frequency and consequence dual characteristics of the catastrophe risk of the dangerous rock body highway structure;
representing the catastrophe risk of the dangerous rock mass on the highway structure by adopting a risk matrix mode, wherein the abscissa of the risk matrix is a failure consequence, the ordinate is failure possibility, and different combinations of the failure possibility and the failure consequence obtain different risk level grades;
and (3) establishing an acceptable risk criterion according to the acceptance degree of the public to the catastrophe risk level of the dangerous rock body highway structure and based on two acceptable risk level expression modes of an F _ N curve method and an ALARP criterion. Factors such as personnel death, structure damage, property loss, etc. are generally considered.
S3: if the damage degree of the dangerous rock bodies possibly to the highway structures reaches an unacceptable level, the dangerous rock bodies are covered with flexible protective nets. And determining the structure and the installation mode of the anchor rod according to the structural characteristics of the dangerous rock mass and the design load of the anchor rod. The active protection net is often used for the rock stratum breakage, and the joint is developed, but the better side slope of overall stability also can be used to the block great and do not have the inlaying space, and the trailing edge rock mass is more broken, the danger rock mass of difficult clearance. The covering system forms continuous support for the whole dangerous rock body by a steel wire rope net which is fixed on an anchor rod or a support rope (a stretching rope) and is applied with certain pretension, and the pretension operation of the covering system forms prestress for preventing local rock blocks or soil bodies from moving, thereby preventing the occurrence of the caving phenomenon. The force transmission process of the active protective net is as follows: steel wire rope mesh → tension rope → steel rope anchor rod → stable rock stratum. The protective net is similar to a spray anchor support and an anchor wall in the action principle, but the flexible characteristic of the protective net enables the system to bear larger sliding force and evenly transmit the local concentrated sliding force to the periphery so as to fully exert the protective capability of the whole system. The steel wire rope is adopted to meet the requirements of a galvanized steel wire rope, and the nominal tensile strength of the steel wire rope is not less than 1770 MPa. The design load of the anchor rod consists of saturation severity of the dangerous rock mass and dynamic water pressure of 2/3-depth water filling in 50-year storm fissure, the prevention and treatment project level is level I, and the block type dangerous rock design stability safety coefficient Fst is more than or equal to 1.3. The universal anchor rod structure and the mounting mode can be adopted, and the flexible protective net can be fixed to the required strength. The area of the flexible protective net (reinforcing mesh) is comprehensively determined according to the size of each block, the distribution range of dangerous blocks, the stability of surrounding rock masses and the like. And (4) determining to be distributed more than 3 times larger than the size of the block on site.
S4: drilling, blasting and slag removal. In the work progress, treat that the cover net construction is accomplished the back, supplementary powerful safety rope protection instrument can avoid conventional framed bent construction as the artifical climbing platform of drilling construction in next stage. Detonating and slag removing to eliminate the catastrophe risk of highway structure and the covering net is used as part of permanent side slope protection.
In conclusion, the method analyzes the deformation and instability process of the dangerous rock mass, and avoids resource waste caused by blasting the dangerous rock mass with a stable structure. And the method takes reduction of the catastrophe risk as a starting point, thereby not only reducing the catastrophe risk in the process of clearing away the dangerous rock body, but also reducing the catastrophe risk of the highway structure in the operation process. The method is suitable for reducing the slope catastrophe risk of structures such as roads and bridges in highway construction, water conservancy slope engineering and related building engineering.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (8)
1. A stone breaking method for reducing the catastrophe risk of unstable steep slope dangerous rock masses of a highway is characterized by comprising the following steps:
s1: the method comprises the steps of investigating dangerous rock masses, analyzing deformation and instability processes of the dangerous rock masses according to investigation results of the dangerous rock masses to obtain deformation modes and damage ranges of the dangerous rock masses, and determining whether the dangerous rock masses are unstable structures or not according to the deformation modes and the damage ranges;
s2: aiming at dangerous rock masses of unstable structures, carrying out catastrophe risk analysis on the highway structures by the dangerous rock masses according to the deformation modes and the damage ranges of the dangerous rock masses and in combination with the arrangement conditions of the highway structures to obtain the degree of damage of the dangerous rock masses to the highway structures;
s3: if the damage degree of dangerous rock bodies possibly causing the highway structures reaches an unacceptable level, covering a flexible protective net on the dangerous rock bodies; determining the structure and the installation mode of the anchor rod according to the structural characteristics of the dangerous rock mass and the design load of the anchor rod;
s4: drilling, blasting and slag removal.
2. The stone breaking method for reducing the catastrophe risk of the unstable steep slope dangerous rock mass of the highway according to claim 1, wherein the investigation result of the dangerous rock mass comprises: dangerous rock mass structure characteristics and forming conditions, lithology combination characteristics, rock mass fracture development characteristics, rock mass quality analysis and dangerous rock forming condition analysis; the analysis of the formation condition of the dangerous rock comprises the analysis of the action on the rock mass structure, the unloading action, the action of water and the human engineering activity.
3. The method for reducing the catastrophe risk of the unstable steep slope dangerous rock mass of the highway according to claim 2, wherein the analysis of the deformation and instability process of the dangerous rock mass comprises the following steps: a discontinuous deformation numerical simulation analysis method is adopted, or after the appearance structure of the dangerous rock mass is classified, a typical deformation damage geomechanical mode is adopted for analysis.
4. The rock breaking method for reducing the catastrophe risk of the unstable steep slope dangerous rock mass of the highway according to claim 3, wherein the discontinuous deformation numerical simulation analysis method comprises the following steps:
taking the investigation result of the dangerous rock mass as input, and adopting a discontinuous deformation numerical simulation program to analyze the deformation and instability process of the dangerous rock mass of the cliff; the step of determining whether the dangerous rock mass is in an unstable structure according to the deformation mode and the damage range comprises the following steps: determining a dangerous rock mass which will finish the deformation and instability process in the future preset time in the deformation and instability process analysis as an unstable structure;
wherein the deformation destabilization process comprises at least three stages: the method comprises a local deformation damage stage, a collapse damage stage caused by pulling a large-scale rock mass out of a slope by horizontal earthquake force, and a collapse or eccentric rolling damage stage caused by shattering a small amount of loose rock masses at the top of a rear edge broken wall.
5. The method for breaking the dangerous rock mass in the steep slope under-stable road according to claim 3, wherein after the classification of the appearance structure of the dangerous rock mass, the dangerous rock mass is analyzed by using a typical deformation failure geomechanical pattern, and the dangerous rock mass which will complete the shearing failure or the collapse, collapse and disintegration failure in the analysis and analysis of the typical deformation failure geomechanical pattern in the future is determined as an unstable structure;
wherein the typical deformation failure geomechanical analysis comprises the steps of:
and (3) performing deformation destruction mechanical mode analysis on the rock mass in a natural state: for a rock mass with a slope surface in a certain temporary air condition, when the shearing force borne by the rock mass is greater than the shearing strength of a potential failure surface, dangerous rock mass is subjected to shearing failure;
the mechanical mode of deformation and destruction of the rock mass in the earthquake state is as follows: for the rock mass at the upper part of the slope body with a larger slope gradient, an inner slope-inclining structural surface and an outer slope-inclining structural surface forming a control structural surface, when the following three failure conditions are simultaneously met: when the shearing force borne by the inner structure surface of the inclined slope is greater than the shearing strength thereof, when the shearing force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof, and when the pulling force borne by the outer structure surface of the inclined slope is greater than the shearing strength thereof; determining that under the action of an earthquake, the outer structural surface of the steep slope is shattered and broken, and the collapse is outwards pulled to break to cause collapse, disintegration and damage of the dangerous rock mass.
6. A method for breaking rocks for reducing the catastrophe risk of unstable steep slope dangerous rocks of highways according to any one of claims 1-3, characterized in that the highway structure comprises: house structures, roadbed engineering, roadbed retaining engineering, bridge engineering, tunnel engineering, villages, schools, passing vehicles and land resources with wide social influence.
7. The stone breaking method for reducing the catastrophe risk of the unstable steep slope dangerous rock masses of the highway according to claim 6, wherein the step of carrying out catastrophe risk analysis on the highway structures by the dangerous rock masses comprises the following steps:
evaluating the instability probability of the dangerous rock mass according to the deformation mode and the damage range of the dangerous rock mass;
according to different types of highway structures, the main disaster-suffering mode and the danger of the highway structures are integrated to evaluate the catastrophe vulnerability, the asset value is calculated, and the disaster-suffering body density and the value distribution of the highway structures are researched and counted in a classified mode;
determining the value loss rate and the disaster economic loss according to different damage levels of the disaster-affected body;
and evaluating the catastrophe risk grade according to the instability probability of the dangerous rock mass, the density and value distribution of the affected body of the road structure and the value loss rate and the disaster economic loss corresponding to different damage grades.
8. The method for breaking rocks for reducing the catastrophe risk of unstable steep slope dangerous rocks of the highway according to claim 7, wherein the acceptable risk level of the degree of damage that the dangerous rocks may cause to the highway structure is determined by the following steps:
based on the catastrophe risk evaluation principle and evaluation purpose of dangerous rock mass to highway structures, a material element comprehensive risk evaluation model is established, and an entropy theory is applied to calculate and analyze index weight; then, sequencing the relevance to determine the risk size, and analyzing the frequency and consequence dual characteristics of the catastrophe risk of the dangerous rock body highway structure;
representing the catastrophe risk of the dangerous rock mass on the highway structure by adopting a risk matrix mode, wherein the abscissa of the risk matrix is a failure consequence, the ordinate is failure possibility, and different combinations of the failure possibility and the failure consequence obtain different risk level grades;
and (3) establishing an acceptable risk criterion according to the acceptance degree of the public to the catastrophe risk level of the dangerous rock body highway structure and based on two acceptable risk level expression modes of an F _ N curve method and an ALARP criterion.
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