CN110940736A - Rock mass mechanics parameter determination method and system for rock slope blasting excavation damage area - Google Patents

Abstract

The invention discloses a method and a system for determining rock mechanical parameters of a damaged area in rock slope blasting excavation. The method comprises the following steps: drilling a sound wave test hole in a blasting excavation damage area in a direction perpendicular to the slope surface of the rock slope; testing the longitudinal wave speed of the rock mass at different depths in the sound wave testing hole respectively; according to

Calculating disturbance factors D at different depths in the sound wave test hole, wherein c_pFor measuring the longitudinal wave velocity of the rock mass, c_p0The longitudinal wave velocity of the undamaged rock mass; and determining mechanical parameters of rock masses at different depths of the slope blasting excavation damage area according to disturbance factors at different depths in the sound wave test hole. The method can quantize the disturbance factors in the Hoek-Brown rule, and further accurately and quickly estimate the rock mechanical parameters in the blasting excavation damage area.

Description

Method and system for determining mechanical parameters of rock mass in blasting and excavation damage area of rock slope

technical field

The invention relates to the technical field of geotechnical engineering, in particular to a method and a system for determining mechanical parameters of rock mass in blasting and excavation damaged areas of rock slopes.

Background technique

During the blasting excavation of rock slope, the blast stress wave and excavation unloading will cause damage to the remaining rock mass near the excavation face, forming the excavation damage area. The mechanical properties and integrity of the rock mass in the excavation damage area deteriorate, which affects the stability of the slope. Therefore, it is of great significance to obtain the rock mass mechanical parameters in the blasting-excavation damage area for rock slope stability evaluation and support design.

On-site in-situ tests such as the bearing plate method test and the direct shear test are the most direct and effective methods to obtain the mechanical parameters of rock slopes. However, the on-site in-situ test has a long period and high cost, and it is inconvenient to arrange large-scale experimental equipment on the high and steep slopes. Therefore, it is difficult to obtain the mechanical parameters of rock mass in the blasting and excavation damage area of rock slope in real time, quickly and in a large range only by relying on the in situ test.

In order to quickly obtain the mechanical parameters of the rock mass at the engineering site, engineers and scientific researchers often use some empirical formulas to reduce the mechanical parameters of the complete rock according to the engineering geological conditions and the characteristics of the rock mass structure, so as to estimate the rock mass at the site. mechanical parameters. One of the more commonly used empirical formulas is the generalized Hoek-Brown failure criterion. The 2002 version of Hoek-Brown criterion introduced the disturbance factor D to reflect the weakening of rock mass mechanical parameters caused by blasting excavation. The introduction of disturbance factor D makes the generalized Hoek-Brown criterion can be used to estimate the rock mass in the blasting excavation damage area. body mechanics parameters. The expression of the generalized Hoek-Brown criterion is:

Where: σ ₁ and σ ₃ are the maximum and minimum principal stress of rock mass failure, respectively; σ _ci is the uniaxial compressive strength of the intact rock specimen; m _b , s and a are rock mass material parameters, which are related to The lithology is related to the structural plane of the rock mass. m _b , s and a are expressed as functions of the geological strength index GSI and the disturbance factor D:

In the formula: m _i is the material constant of the complete rock, reflecting the degree of softness and hardness of the rock; the value of the geological strength index GSI is related to the rock mass structure, the interlocking state of the rock blocks in the rock mass, and the surface characteristics of the structural plane; the disturbance factor D It reflects the strength of blasting and excavation disturbance and the damage degree of rock mass.

和黏聚力c由下式给出：In the generalized Hoek-Brown failure criterion, the rock mass deformation modulus E _rm , the uniaxial compressive strength σ _c , the uniaxial tensile strength σ _t , the internal friction angle

and cohesion c are given by:

σ _c =σ _ci ·s ^a (6)

where: σ _3n =σ _3max /σ _ci , σ _3max is the upper limit of the minimum principal stress, for slope engineering,

In the formula: γ is the rock mass weight; H is the slope height.

From equations (1) to (11), it can be seen that as long as the uniaxial compressive strength σ _ci of the complete rock, the soft and hard degree parameter _mi of the rock, the geological strength index GSI and the disturbance factor D of the rock mass are obtained, the The generalized Hoek-Brown failure criterion can quickly estimate the deformation modulus, uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion of damaged rock mass. The uniaxial compressive strength σ _ci of the intact rock and the soft and hard degree parameter m _i of the rock can be obtained through the laboratory test of the physical and mechanical parameters of the rock; the value of the geological strength index GSI can be obtained through the engineering geological survey combined with the corresponding scoring table. However, the generalized Hoek-Brown criterion only does not provide a quantitative value method for the disturbance factor D, which seriously restricts the application of the generalized Hoek-Brown criterion in the estimation of rock mass mechanical parameters in blasting and excavation damaged areas. Therefore, it is necessary to quantify the disturbance factor D of the Hoek-Brown criterion in order to more accurately estimate the rock mass mechanical parameters in the blasting excavation damage zone.

SUMMARY OF THE INVENTION

The purpose of the present invention is to provide a method and system for determining the mechanical parameters of rock mass in the blasting and excavation damage zone of rock slope, which can quantify the disturbance factor in the Hoek-Brown criterion, so as to accurately and quickly estimate the blasting and excavation damage zone. rock mechanics parameters.

For achieving the above object, the present invention provides the following scheme:

A method for determining mechanical parameters of rock mass in blasting and excavation damage area of rock slope, comprising:

In the blasting and excavation damage area, drill a sound wave test hole perpendicular to the direction of the rock slope;

respectively test the longitudinal wave velocity of rock mass at different depths in the acoustic wave test hole;

计算所述声波测试孔内不同深度处的扰动因子D，其中，c_p为测试得到的岩体纵波速度，c_p0为未损伤岩体的纵波速度；according to

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass;

According to the disturbance factors at different depths in the sound wave test hole, the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation are determined.

Optionally, determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the disturbance factors at different depths in the sonic test hole, specifically including:

Perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, and obtain the variation law of the disturbance factor with the increase of depth;

According to the variation law of the disturbance factor with the increase of depth, the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation are determined.

optional,

Before determining the mechanical parameters of the rock mass at different depths in the slope blasting excavation damage zone according to the disturbance factors at different depths in the sound wave test hole, the method further includes: according to engineering geological survey and rock physics and mechanics parameters laboratory test Determine the uniaxial compressive strength σ _ci of the intact rock, the soft and hard degree parameter _mi of the rock and the geological strength index GSI of the rock mass;

Determining the mechanical parameters of the rock mass at different depths in the slope blasting excavation damage zone according to the disturbance factors at different depths in the sound wave test hole, specifically including: according to the uniaxial compressive strength _σci of the intact rock, the rock mass The soft and hard degree parameter mi, the geological strength index _GSI of the rock mass and the disturbance factor at different depths are used to determine the mechanical parameters of the rock mass at different depths in the blasting and excavation damage zone.

和黏聚力c。Optionally, the mechanical parameters include: deformation modulus _Erm of rock mass, uniaxial compressive strength σ _c , uniaxial tensile strength σ _t , internal friction angle

and cohesion c.

optional,

The drilling of sound wave test holes perpendicular to the direction of the rock side slope surface specifically includes: drilling multiple groups of sound wave test holes perpendicular to the direction of the rock side slope surface;

中c_p为多组声波测试孔内同一深度处测试得到的岩体纵波速度的平均值。

In the middle, c _p is the average value of the rock mass longitudinal wave velocity obtained from the test at the same depth in multiple sets of acoustic wave test holes.

Optionally, the method further includes:

According to the principle that the P-wave velocity of the damaged rock mass is lower than that of the undamaged rock mass, the P-wave velocity of the undamaged rock mass in the blasting excavation damage zone of the rock slope is determined.

The invention also provides a system for determining the mechanical parameters of rock mass in the blasting and excavation damage zone of a rock slope, including:

The sonic test hole drilling module is used to drill sonic test holes in the blasting and excavation damage area perpendicular to the direction of the rock slope;

The rock mass longitudinal wave velocity test module is used to separately test the rock mass longitudinal wave velocity at different depths in the acoustic wave test hole;

计算所述声波测试孔内不同深度处的扰动因子D，其中，c_p为测试得到的岩体纵波速度，c_p0为未损伤岩体的纵波速度；Disturbance factor calculation module for

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass;

The mechanical parameter determination module is used for determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the disturbance factors at different depths in the acoustic wave test hole.

Optionally, the mechanical parameter determination module specifically includes:

a linear fitting unit, configured to perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, to obtain the variation law of the disturbance factor with the increase of depth;

The mechanical parameter determination unit is used for determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the variation law of the disturbance factor increasing with the depth.

Optionally, the system further includes: an indoor test module, used for determining the uniaxial compressive strength σ _ci of the complete rock, the soft and hard degree parameter mi of the _rock and the rock mass according to the engineering geological survey and the laboratory test of the petrophysical and mechanical parameters. The geological strength index GSI;

The mechanical parameter determination module specifically includes: a mechanical parameter determination unit, which is used for testing according to the uniaxial compressive strength σ _ci of the complete rock, the soft and hard degree parameter _mi of the rock, the geological strength index GSI of the rock mass, and the sound wave test The disturbance factors at different depths in the hole determine the mechanical parameters of the rock mass at different depths in the blasting and excavation damage zone.

Optionally, the system further includes:

The P-wave velocity determination module of undamaged rock mass is used to determine the P-wave velocity of undamaged rock mass in blasting and excavation damaged area of rock slope according to the principle that the P-wave velocity of damaged rock mass is lower than that of undamaged rock mass.

According to the specific embodiments provided by the present invention, the present invention discloses the following technical effects: the method and system for determining the mechanical parameters of rock mass in the blasting and excavation damage zone of a rock slope provided by the present invention adopts the drilling sound wave test method, based on the blasting excavation damage The P-wave velocity of the rock mass in the undamaged area and the P-wave velocity of the rock mass in the undamaged area were established, and a quantitative calculation method of the disturbance factor D was established, and then the generalized Hoek-Brown failure criterion could be used to estimate the rock mass in the blast excavation damaged area of the rock slope more accurately and quickly. Deformation modulus and its strength parameters.

Description of drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings required in the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some of the present invention. In the embodiments, for those of ordinary skill in the art, other drawings can also be obtained according to these drawings without any creative effort.

1 is a schematic flowchart of a method for determining mechanical parameters of rock mass in rock slope blasting and excavation damage zones in the embodiment of the present invention;

Fig. 2 is the schematic diagram of the drilling situation of the acoustic wave test hole in the embodiment of the present invention;

Fig. 3 is the schematic diagram of rock longitudinal wave velocity at different depths in the acoustic wave test hole in the embodiment of the present invention;

4 is a schematic diagram of the average longitudinal wave velocity of rocks at different depths in the acoustic wave test hole in the embodiment of the present invention;

Fig. 5 is the disturbance factor fitting diagram in the embodiment of the present invention;

Fig. 6 is the variation diagram of rock mass deformation modulus with the increase of depth in the embodiment of the present invention;

Fig. 7 is the variation diagram of the compressive strength of rock mass with the increase of depth in the embodiment of the present invention;

Fig. 8 is the variation diagram of the tensile strength of rock mass with the increase of depth in the embodiment of the present invention;

Fig. 9 is the variation diagram of rock mass cohesion with the increase of depth in the embodiment of the present invention;

10 is a graph showing the variation of the friction angle in the rock body with the increase of depth in the embodiment of the present invention;

FIG. 11 is a schematic structural diagram of a system for determining mechanical parameters of rock mass in blasting and excavation damaged areas of rock slopes according to an embodiment of the present invention.

Detailed ways

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, but not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

In order to make the above objects, features and advantages of the present invention more clearly understood, the present invention will be described in further detail below with reference to the accompanying drawings and specific embodiments.

In view of the above technical problems, the present invention aims to solve the problems of long period, high cost, and limited test range of rock mass mechanical parameters in the blasting and excavation damaged area of rock slope by using on-site in-situ test. Estimating problems that are difficult to quantify accurately. The invention performs rock mass excavation quality inspection after each step of the rock slope is completed by blasting and excavation. The quality inspection is carried out by the drilling sound wave testing method. The invention realizes the rapid estimation of the deformation modulus, uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion force of the rock mass in the blasting and excavation damaged area of the rock slope.

A first aspect of the present invention provides a method for determining mechanical parameters of rock mass in a blasting and excavation damaged area of a rock slope. As shown in FIG. 1 , the method includes the following steps:

Step 101: In the blasting and excavation damage area, drill a sound wave test hole perpendicular to the direction of the rock slope;

Step 102: respectively testing the longitudinal wave velocity of rock mass at different depths in the acoustic wave testing hole;

计算所述声波测试孔内不同深度处的扰动因子D，其中，c_p为测试得到的岩体纵波速度，c_p0为未损伤岩体的纵波速度；Step 103: According to

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass;

Step 104: Determine the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the disturbance factors at different depths in the sonic test hole.

Wherein, the derivation process of the formula in step 103 is as follows:

The empirical relationship between rock mass longitudinal wave velocity cp , rock mass quality index _{Q c} and rock mass deformation modulus E _rm is:

c _p =3.5+logQ _c (12)

From equations (12) and (13), the relationship between the rock mass deformation modulus E _rm and the rock mass longitudinal wave velocity c _p can be obtained:

The ratio of the deformation modulus E _rm of the damaged rock mass to the deformation modulus E _rm0 of the undamaged rock mass is:

In the formula: c _p0 is the longitudinal wave velocity of the undamaged rock mass, km/s.

According to the generalized Hoek-Brown failure criterion, the relationship between _{Erm/Erm0 and} the disturbance factor D is:

E _rm /E _rm0 =1-D/2 (16)

Combine equations (15) and (16) to establish the relationship between the disturbance factor D and the rock mass P-wave velocity:

On the basis of the foregoing embodiment, step 104 in this embodiment may include the following steps:

Perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, and obtain the variation law of the disturbance factor with the increase of depth;

According to the variation law of the disturbance factor with the increase of depth, the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation are determined.

On the basis of the above-mentioned embodiment, before step 104, this embodiment may further include: determining the uniaxial compressive strength σ _ci of the complete rock and the soft and hard degree parameter m of the rock according to the engineering geological survey and the laboratory test of petrophysical and mechanical parameters _i and the geological strength index GSI of the rock mass;

In this embodiment, step 104 is: determining the blasting according to the uniaxial compressive strength σ _ci of the complete rock, the soft and hard degree parameter _mi of the rock, the geological strength index GSI of the rock mass, and the disturbance factors at different depths Mechanical parameters of rock mass at different depths in the excavation damage zone.

和黏聚力c。The mechanical parameters in the above embodiments may include: deformation modulus _Erm of rock mass, uniaxial compressive strength σ _c , uniaxial tensile strength σ _t , internal friction angle

and cohesion c.

Deformation modulus of rock mass

Uniaxial compressive strength σ _c =σ _ci ·s ^a (19)

Uniaxial tensile strength

Internal friction angle

cohesion

in,

中c_p为多组声波测试孔内同一深度处测试得到的岩体纵波速度的平均值。In step 101 of the above embodiment, multiple groups of sound wave test holes may be drilled perpendicular to the direction of the rock slope; at this time,

In the middle, c _p is the average value of the rock mass longitudinal wave velocity obtained from the test at the same depth in multiple sets of acoustic wave test holes.

In the above embodiment, the method for determining the mechanical parameters of rock mass in the blasting and excavation damaged area of rock slope provided by the present invention may further include the step of determining the rock mass longitudinal wave velocity at different depths of the undamaged rock mass. Specifically, the following methods may be used: The longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass to determine the longitudinal wave velocity of the undamaged rock mass in the blasting excavation damage zone of the rock slope.

In the above embodiment, the present invention can also determine the thickness of the undamaged rock mass in the blasting excavation damage zone of the rock slope according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.

The present invention will be explained below by way of specific examples:

Step 1, the rock mass within the 820-750m elevation range of the rock slope in this example is Class III ₁ basalt. According to the engineering geological survey and laboratory test data of petrophysical and mechanical parameters, σ _ci = 70MPa, _mi = 17, GSI = 55.

Step 2: After the blasting excavation of each step is completed, drill a sound wave test hole perpendicular to the slope surface from the slope to the rock mass of the slope, with a hole depth of 7m and a diameter of 90mm. Two sets of sonic test holes are drilled on each step, as shown in Figure 2, one set is located on the upstream side, the other set is located on the downstream side, and the two sets of sonic test holes are 12m apart. Each group consists of 3 parallel sonic test holes with a spacing of 1.2m between adjacent holes. The single-hole test method is adopted for the rock mass drilling acoustic wave test. The transducer is gradually moved from the bottom of the hole to the orifice, and the test is carried out every 0.2m, so as to measure the longitudinal wave velocity of the rock mass at different depths of the slope. Each measuring point is measured three times, and the average value is taken as the final reading value. 9 tests were carried out on 9 steps at 820-750m elevation. The P-wave velocities of rock mass at different depths behind the slope surface obtained from the test are shown in Figure 3 (the abscissa 0 in Figure 3 corresponds to the position of the slope surface).

Step 3: Average the acoustic wave velocity data of the multiple groups of rock masses recorded in Step 2 to obtain the average P-wave velocity of the rock mass at different depths behind the slope. According to the average P-wave velocity of the damaged rock mass, the average P-wave velocity is lower than the average P-wave velocity of the undamaged rock mass. According to the principle of speed, determine the thickness of the damage area of rock slope blasting excavation;

Specifically, the average P-wave velocity of the rock mass at the same depth recorded in step 2 is averaged to obtain the average P-wave velocity of the rock mass at different depths behind the slope, as shown in Figure 4. It can be seen that in the range of 0-2.0m behind the slope, the average P-wave velocity of the rock mass has an obvious upward trend. According to the principle that the average P-wave velocity of the damaged rock mass is lower than that of the undamaged rock mass, the thickness of the blasting excavation damage zone is determined to be h=2.0m, and the average P-wave velocity c _p0 of the undamaged rock mass is about 4.5km/s.

得到岩石边坡爆破开挖损伤区不同深度处的扰动因子D值；对图5中扰动因子D值进行线性拟合得到扰动因子D随深度的变化规律为D＝(1-d/h)D_max，其中d为距边坡坡面的距离，h为损伤区厚度，D_max为边坡坡面处的扰动因子(对于本示例，h＝2.0m，D_max＝1.0)。线性拟合的相关系数C高达0.98，由此可看出，在爆破开挖损伤区内扰动因子D随深度的增加基本呈线性降低的规律。Step 4: Substitute the average P-wave velocity c _p of the rock mass at different depths in the damage zone and the average P-wave velocity c _p0 of the undamaged rock mass obtained in step 3 into

The value of the disturbance factor D at different depths in the blasting excavation damage zone of the rock slope is obtained; the linear fitting of the value of the disturbance factor D in Fig. 5 shows that the variation law of the disturbance factor D with depth is D=(1-d/h)D _max , where d is the distance from the slope face, h is the thickness of the damage zone, and D _max is the disturbance factor at the slope face (for this example, h=2.0m, _Dmax =1.0). The correlation coefficient C of the linear fitting is as high as 0.98. It can be seen that the disturbance factor D in the blasting excavation damage zone basically decreases linearly with the increase of depth.

Step 5: Substitute the disturbance factor D calculated in step 4 into the generalized Hoek-Brown failure criterion to estimate the rock mass deformation modulus, uniaxial compressive strength and uniaxial tensile strength at different depths in the blasting excavation damage zone of the rock slope. Strength, internal friction angle and cohesion, the calculation results are shown in Figure 6-Figure 10.

In this way, the rapid estimation of the rock mass mechanical parameters in the blasting and excavation damage area of the rock slope in the example is realized.

A second aspect of the present invention provides a system for determining mechanical parameters of rock mass in the blasting and excavation damage zone of a rock slope. As shown in FIG. 11 , the system includes:

The acoustic wave test hole drilling module 1101 is used to drill the acoustic wave test hole in the blasting and excavation damage area perpendicular to the direction of the rock slope;

The rock mass longitudinal wave velocity test module 1102 is used to respectively test the rock mass longitudinal wave velocity at different depths in the acoustic wave test hole;

计算所述声波测试孔内不同深度处的扰动因子D，其中，c_p为测试得到的岩体纵波速度，c_p0为未损伤岩体的纵波速度；The disturbance factor calculation module 1103 is used to calculate according to

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass;

The mechanical parameter determination module 1104 is configured to determine the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the disturbance factors at different depths in the acoustic wave test hole.

In the above embodiment, the mechanical parameter determination module 1104 may include the following units:

a linear fitting unit, configured to perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, to obtain the variation law of the disturbance factor with the increase of depth;

The mechanical parameter determination unit is used for determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the variation law of the disturbance factor increasing with the depth.

In the above-mentioned embodiment, the system may further include: an indoor test module for determining the uniaxial compressive strength σ _ci of the complete rock and the soft and hard degree parameter mi of the rock according to the engineering geological survey and the laboratory test of _{petrophysical} and mechanical parameters and the geological strength index GSI of the rock mass;

In this embodiment, the mechanical parameter determination module 1104 is configured to measure the uniaxial compressive strength σ _ci of the intact rock, the soft and hard degree parameter _mi of the rock, the geological strength index GSI of the rock mass, and the sound wave test hole The disturbance factors at different depths are used to determine the mechanical parameters of the rock mass at different depths in the blasting and excavation damage zone.

In the above embodiment, the system may further include:

The P-wave velocity determination module of undamaged rock mass is used to determine the P-wave velocity of undamaged rock mass in blasting and excavation damaged area of rock slope according to the principle that the P-wave velocity of damaged rock mass is lower than that of undamaged rock mass.

Compared with the prior art, the beneficial effects of the present invention are as follows:

1. The present invention establishes a quantitative calculation method for the disturbance factor D in the generalized Hoek-Brown damage criterion. Compared with the qualitative description method, the method provided by the present invention is more operable;

2. The rock mass at different depths of the rock slope is disturbed by blasting and excavation to different degrees, and the damage degree of the rock mass is also different. The present invention overcomes the technical obstacle that the generalized Hoek-Brown criterion regards the disturbance factor D as a constant, and gives The variation law of the disturbance factor D with the depth is known, and the estimation result is more reliable;

3. The present invention can estimate the rock mass mechanical parameters in the blasting and excavation damage area of the rock slope in real time and quickly, and can reduce the cost of carrying out on-site in-situ tests.

The various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments, and the same and similar parts between the various embodiments can be referred to each other. For the system disclosed in the embodiment, since it corresponds to the method disclosed in the embodiment, the description is relatively simple, and the relevant part can be referred to the description of the method.

In this paper, specific examples are used to illustrate the principles and implementations of the present invention. The descriptions of the above embodiments are only used to help understand the methods and core ideas of the present invention; meanwhile, for those skilled in the art, according to the present invention There will be changes in the specific implementation and application scope. In conclusion, the contents of this specification should not be construed as limiting the present invention.

Claims (10)

1. a method for determining rock mass mechanics parameters in rock slope blasting and excavation damage zone, is characterized in that, comprises: In the blasting and excavation damage area, drill a sound wave test hole perpendicular to the direction of the rock slope; respectively test the longitudinal wave velocity of rock mass at different depths in the acoustic wave test hole; according to

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass; According to the disturbance factors at different depths in the sound wave test hole, the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation are determined. 2. The method for determining rock mass mechanical parameters in rock slope blasting and excavation damage zone according to claim 1, characterized in that, according to the disturbance factors at different depths in the sonic test hole, determine the slope blasting opening Mechanical parameters of rock mass at different depths in the excavation damage zone, including: Perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, and obtain the variation law of the disturbance factor with the increase of depth; According to the variation law of the disturbance factor with the increase of depth, the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation are determined. 3. The method for determining rock mass mechanical parameters of rock slope blasting and excavation damage zone according to claim 1, is characterized in that, Before determining the mechanical parameters of the rock mass at different depths in the slope blasting excavation damage zone according to the disturbance factors at different depths in the sound wave test hole, the method further includes: according to engineering geological survey and rock physics and mechanics parameters laboratory test Determine the uniaxial compressive strength σ _ci of the intact rock, the soft and hard degree parameter _mi of the rock and the geological strength index GSI of the rock mass; Determining the mechanical parameters of the rock mass at different depths in the slope blasting excavation damage zone according to the disturbance factors at different depths in the sound wave test hole, specifically including: according to the uniaxial compressive strength _σci of the intact rock, the rock mass The soft and hard degree parameter mi, the geological strength index _GSI of the rock mass and the disturbance factor at different depths are used to determine the mechanical parameters of the rock mass at different depths in the blasting and excavation damage zone. 4. The method for determining mechanical parameters of rock mass in blasting and excavation damaged area of rock slope according to any one of claims 1-3, wherein the mechanical parameters comprise: deformation modulus E _rm , uniaxial compressive strength σ _c , uniaxial tensile strength σ _t , internal friction angle

and cohesion c. 5. The method for determining mechanical parameters of rock mass in rock slope blasting and excavation damage zone according to any one of claims 1-3, characterized in that, The drilling of sound wave test holes perpendicular to the direction of the rock side slope surface specifically includes: drilling multiple groups of sound wave test holes perpendicular to the direction of the rock side slope surface;

In the middle, c _p is the average value of the rock mass longitudinal wave velocity obtained from the test at the same depth in multiple sets of acoustic wave test holes. 6. The method for determining rock mass mechanical parameters in rock slope blasting and excavation damage zone according to claim 1, wherein the method further comprises: According to the principle that the P-wave velocity of the damaged rock mass is lower than that of the undamaged rock mass, the P-wave velocity of the undamaged rock mass in the blasting excavation damage zone of the rock slope is determined. 7. A rock mass mechanical parameter determination system for rock slope blasting and excavation damage zone is characterized in that, comprising: The sonic test hole drilling module is used to drill sonic test holes in the blasting and excavation damage area perpendicular to the direction of the rock slope; The rock mass longitudinal wave velocity test module is used to separately test the rock mass longitudinal wave velocity at different depths in the acoustic wave test hole; Disturbance factor calculation module for

Calculate the disturbance factor D at different depths in the acoustic wave test hole, wherein _{cp is the longitudinal wave velocity of the rock mass obtained by the test, and cp0 is} the longitudinal wave velocity of the undamaged rock mass; The mechanical parameter determination module is used for determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the disturbance factors at different depths in the acoustic wave test hole. 8. The system for determining rock mass mechanical parameters in rock slope blasting and excavation damage zone according to claim 7, wherein the mechanical parameter determining module specifically comprises: a linear fitting unit, configured to perform linear fitting on the calculated disturbance factors at different depths in the acoustic wave test hole, to obtain the variation law of the disturbance factor with the increase of depth; The mechanical parameter determination unit is used for determining the mechanical parameters of the rock mass at different depths in the damage zone of the slope blasting excavation according to the variation law of the disturbance factor increasing with the depth. 9. The system for determining rock mass mechanics parameters in rock slope blasting and excavation damage zone according to claim 7, characterized in that, the system further comprises: an indoor test module for indoor testing according to engineering geological survey and rock physical mechanics parameters The test determines the uniaxial compressive strength σ _ci of the intact rock, the soft and hard degree parameter _mi of the rock and the geological strength index GSI of the rock mass; The mechanical parameter determination module specifically includes: a mechanical parameter determination unit, which is used for testing according to the uniaxial compressive strength σ _ci of the complete rock, the soft and hard degree parameter _mi of the rock, the geological strength index GSI of the rock mass, and the sound wave test The disturbance factors at different depths in the hole determine the mechanical parameters of the rock mass at different depths in the blasting and excavation damage zone. 10. The system for determining mechanical parameters of rock mass in rock slope blasting and excavation damage zone according to claim 7, wherein the system further comprises: The P-wave velocity determination module of undamaged rock mass is used to determine the P-wave velocity of undamaged rock mass in blasting and excavation damaged area of rock slope according to the principle that the P-wave velocity of damaged rock mass is lower than that of undamaged rock mass.

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