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

Rock mass mechanics parameter determination method and system for rock slope blasting excavation damage area Download PDF

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CN110940736A
CN110940736A CN201911266109.9A CN201911266109A CN110940736A CN 110940736 A CN110940736 A CN 110940736A CN 201911266109 A CN201911266109 A CN 201911266109A CN 110940736 A CN110940736 A CN 110940736A
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rock mass
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杨建华
代金豪
陈汉霖
姚池
姜清辉
周创兵
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Lattice Power Jiangxi Corp
Nanchang University
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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
Figure DDA0002312882530000011
Calculating disturbance factors D at different depths in the sound wave test hole, wherein cpFor measuring the longitudinal wave velocity of the rock mass, cp0The 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

Rock mass mechanics parameter determination method and system for rock slope blasting excavation damage area
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a method and a system for determining rock mechanical parameters of a damaged area in rock slope blasting excavation.
Background
In the blasting excavation process of the rock slope, the reserved rock mass near the excavation face is damaged due to the explosion stress wave and the excavation unloading, and an excavation damage area is formed. The mechanical property of the rock mass in the excavated damage area is deteriorated, the integrity is poor, and the stability of the side slope is influenced. Therefore, the acquisition of rock mass mechanical parameters in the blasting excavation damage area has very important significance for rock slope stability evaluation and support design.
In-situ tests such as bearing plate method tests and direct shear tests are the most direct and effective method for obtaining rock slope rock mechanical parameters. However, the development of the on-site in-situ test is long in period and high in cost, and large-scale experimental equipment is inconvenient to arrange on the steep slope surface. Therefore, it is difficult to obtain rock mechanical parameters in the rock slope blasting excavation damage area in real time, quickly and in a large range by only depending on a field in-situ test.
In order to quickly obtain the rock mechanical parameters of the engineering site, engineers and researchers often adopt some empirical formulas to reduce the mechanical parameters of the complete rock according to the engineering geological conditions and the rock structural plane characteristics of the site, so as to estimate the rock mechanical parameters of the site. The more common empirical formula is the generalized Hoek-Brown damage criterion. The Hoek-Brown rule 2002 reflects the weakening of rock mechanical parameters caused by rock damage due to blasting excavation by introducing a disturbance factor D, and the introduction of the disturbance factor D enables the generalized Hoek-Brown rule to be used for estimating the rock mechanical parameters of a blasting excavation damage area. The expression of the generalized Hoek-Brown criterion is:
Figure BDA0002312882510000011
in the formula: sigma1And σ3Respectively the maximum principal stress and the minimum principal stress when the rock mass is damaged; sigmaciThe uniaxial compressive strength of the complete rock test piece; m isbS and a are rock mass material parameters, lithology and rock mass structural planeThe situation is relevant. m isbS and a are expressed as a function of the geological strength indicator GSI and the disturbance factor D:
Figure BDA0002312882510000012
Figure BDA0002312882510000021
Figure BDA0002312882510000022
in the formula: m isiThe material constant of the complete rock reflects the hardness and softness of the rock; the value of the geological strength index GSI is related to the rock mass structure, the interlocking state of rock blocks in the rock mass and the surface characteristics of the structural plane; disturbance factor D has reflected the power and the rock mass damage degree of blasting excavation disturbance, and its value range is 0 ~ 1, and to undamaged rock mass, D is 0, and to the rock mass of serious damage, D is 1.
In the generalized Hoek-Brown failure criterion, the rock mass deformation modulus ErmUniaxial compressive strength sigmacUniaxial tensile strength σtInner angle of friction
Figure BDA0002312882510000023
And the cohesion force c is given by:
Figure BDA0002312882510000024
σc＝σci·sa(6)
Figure BDA0002312882510000025
Figure BDA0002312882510000026
Figure BDA0002312882510000027
in the formula: sigma3n＝σ3max/σci，σ3maxIs the upper limit value of the minimum principal stress, and for slope engineering,
Figure BDA0002312882510000028
Figure BDA0002312882510000029
in the formula: gamma is the rock mass gravity; h is the height of the side slope.
As can be seen from the expressions (1) to (11), as long as the uniaxial compressive strength σ of the whole rock is obtainedciHardness and softness parameter m of rockiThe deformation modulus, uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion of the damaged rock mass can be quickly estimated through a generalized Hoek-Brown failure criterion by using the geological strength index GSI and the disturbance factor D of the rock mass. In which the uniaxial compressive strength σ of the intact rockciAnd the hardness and softness parameter m of the rockiThe method can be obtained through rock physical mechanical parameter indoor tests; the value of the geological strength index GSI may be obtained by engineering geological surveys in combination with corresponding scoring tables. However, the generalized Hoek-Brown criterion alone does not provide a quantitative value-taking method of the disturbance factor D, which seriously restricts the application of the generalized Hoek-Brown criterion in the estimation of the rock mechanical parameters of the blasting excavation damage area. Therefore, it is necessary to quantify the disturbance factor D of the Hoek-Brown criterion in order to more accurately estimate the rock mechanics parameters in the blast excavation damage area.
Disclosure of Invention
The invention aims to provide a method and a system for determining rock mechanical parameters of a rock slope blasting excavation damage area, which can quantize disturbance factors in a Hoek-Brown rule so as to accurately and quickly estimate the rock mechanical parameters in the blasting excavation damage area.
In order to achieve the purpose, the invention provides the following scheme:
a rock mechanical parameter determination method for a rock slope blasting excavation damage area 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
Figure BDA0002312882510000031
Calculating disturbance factors D at different depths in the sound wave test hole, wherein cpFor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
Optionally, the determining, according to the disturbance factors at different depths in the acoustic wave test hole, the mechanical parameters of the rock mass at different depths in the slope blasting excavation damage area specifically includes:
performing linear fitting on the calculated disturbance factors at different depths in the sound wave test hole to obtain a change rule of the disturbance factors along with the increase of the depth;
and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damaged area according to the change rule of the disturbance factor along with the increase of the depth.
Alternatively to this, the first and second parts may,
before determining the mechanical parameters of rock masses at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole, the method further comprises the following steps: determining uniaxial compressive strength sigma of complete rock according to engineering geological survey and rock physical mechanical parameter indoor testciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
according to the disturbance factors at different depths in the sound wave test hole, determining mechanical parameters of rocks at different depths in the slope blasting excavation damage area, and specifically comprising the following steps: according to completenessUniaxial compressive strength σ of rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area according to the geological strength index GSI of the rock mass and disturbance factors at different depths.
Optionally, the mechanical parameters include: modulus of deformation E of rock massrmUniaxial compressive strength sigmacUniaxial tensile strength σtInner angle of friction
Figure BDA0002312882510000041
And cohesion force c.
Alternatively to this, the first and second parts may,
perpendicular to rock slope surface direction is bored and is established sound wave test hole, specifically includes: drilling a plurality of groups of sound wave test holes in a direction vertical to the slope surface of the rock slope;
Figure BDA0002312882510000042
in (c)pThe average value of the longitudinal wave velocity of the rock mass is obtained by testing the same depth in a plurality of groups of sound wave testing holes.
Optionally, the method further includes:
and determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
The invention also provides a rock mechanical parameter determination system for the rock slope blasting excavation damage area, which comprises the following steps:
the acoustic test hole drilling module is used for drilling acoustic test holes in a blasting excavation damage area and in a direction perpendicular to the slope surface of the rock slope;
the rock mass longitudinal wave velocity testing module is used for testing the rock mass longitudinal wave velocity at different depths in the sound wave testing hole respectively;
a perturbation factor calculation module for calculating a perturbation factor based on
Figure BDA0002312882510000043
Calculating a disturbance factor D at different depths in the acoustic test hole, whichIn (c)pFor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
and the mechanical parameter determination module is used for determining the mechanical parameters of the rock masses at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
Optionally, the mechanical parameter determining module specifically includes:
the linear fitting unit is used for performing linear fitting on the disturbance factors at different depths in the sound wave test holes obtained through calculation to obtain a change rule of the disturbance factors along with the increase of the depths;
and the mechanical parameter determining unit is used for determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the change rule of the disturbance factor along with the increase of the depth.
Optionally, the system further includes: the indoor test module is used for determining the uniaxial compressive strength sigma of the complete rock according to engineering geological survey and rock physical mechanical parameter indoor testsciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
the mechanical parameter determining module specifically includes: a mechanical parameter determination unit for determining the uniaxial compressive strength sigma of the whole rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area by using the geological strength index GSI of the rock mass and disturbance factors at different depths in the sound wave test hole.
Optionally, the system further includes:
and the undamaged rock mass longitudinal wave velocity determining module is used for determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
According to the specific embodiment provided by the invention, the invention discloses the following technical effects: according to the method and the system for determining the rock mechanical parameters of the rock mass in the rock slope blasting excavation damage area, provided by the invention, a quantitative calculation method of the disturbance factor D is established by adopting a drilling sound wave test mode based on the rock mass longitudinal wave speed of the blasting excavation damage area and the rock mass longitudinal wave speed of the undamaged area, so that the deformation modulus and the strength parameters of the rock mass in the rock slope blasting excavation damage area can be estimated more accurately and quickly by adopting a generalized Hoek-Brown damage criterion.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic flow chart of a method for determining rock mechanical parameters of a damaged area of rock slope blasting excavation in an embodiment of the invention;
FIG. 2 is a schematic diagram illustrating the drilling of an acoustic test hole according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of longitudinal wave velocities of rocks at different depths in a sound wave test hole in an embodiment of the invention;
FIG. 4 is a schematic diagram of the average longitudinal wave velocity of rocks at different depths in a sound wave test hole in the embodiment of the invention;
FIG. 5 is a perturbation factor fit graph according to an embodiment of the present invention;
FIG. 6 is a graph showing the change of the deformation modulus of a rock body along with the increase of the depth in the embodiment of the invention;
FIG. 7 is a graph showing the change of the compressive strength of the rock mass with the increase of the depth in the embodiment of the invention;
FIG. 8 is a graph showing the change of tensile strength of a rock mass with increasing depth in the embodiment of the invention;
FIG. 9 is a graph showing the change of the cohesion of the rock mass with the increase of the depth in the embodiment of the present invention;
FIG. 10 is a graph showing the change of the internal friction angle of the rock mass with the increase of the depth in the embodiment of the invention;
fig. 11 is a schematic structural diagram of a rock mechanical parameter determination system of a rock slope blasting excavation damage area in the embodiment of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.
Aiming at the technical problems, the invention aims to solve the problems of long period, high cost and limited test range of mechanical parameters of rock mass in a rock slope blasting excavation damaged area tested by adopting a field in-situ test at present and the problem that estimation is difficult to accurately quantify by adopting a generalized Hoek-Brown failure criterion. The method is characterized by convenient, rapid and accurate test, large control range and the like. The method realizes the rapid estimation of the deformation modulus, uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion of the rock mass in the rock slope blasting excavation damage area.
The first aspect of the invention provides a method for determining rock mechanical parameters of a damaged area excavated by rock slope blasting, as shown in fig. 1, the method comprises the following steps:
step 101: drilling a sound wave test hole in a blasting excavation damage area in a direction perpendicular to the slope surface of the rock slope;
step 102: testing the longitudinal wave speed of the rock mass at different depths in the sound wave testing hole respectively;
step 103: according to
Figure BDA0002312882510000071
Calculating a disturbance factor D at different depths in the sound wave test hole, wherein,cpfor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
step 104: and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
The derivation process of the formula in step 103 is as follows:
longitudinal wave velocity c of rock masspQuality index Q of rock masscAnd modulus of deformation of rock mass ErmThe empirical relationship between them is:
cp＝3.5+logQc(12)
Figure BDA0002312882510000072
the rock mass deformation modulus E can be obtained from the equations (12) and (13)rmVelocity c of longitudinal wave of rock masspThe relationship between:
Figure BDA0002312882510000073
modulus of deformation E of damaged rock massrmModulus of deformation E with undamaged rock massrm0The ratio of the components is as follows:
Figure BDA0002312882510000074
in the formula: c. Cp0The longitudinal wave velocity of undamaged rock mass is km/s.
According to the generalized Hoek-Brown criterion of destruction, Erm/Erm0The relationship to the disturbance factor D is:
Erm/Erm0＝1-D/2 (16)
and (3) combining the expressions (15) and (16), establishing the relation between the disturbance factor D and the longitudinal wave velocity of the rock mass:
Figure BDA0002312882510000075
on the basis of the above embodiment, step 104 in the present embodiment may include the following steps:
performing linear fitting on the calculated disturbance factors at different depths in the sound wave test hole to obtain a change rule of the disturbance factors along with the increase of the depth;
and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damaged area according to the change rule of the disturbance factor along with the increase of the depth.
On the basis of the foregoing embodiment, before step 104, this embodiment may further include: determining uniaxial compressive strength sigma of complete rock according to engineering geological survey and rock physical mechanical parameter indoor testciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
in this embodiment, step 104 is: uniaxial compressive strength σ from intact rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area according to the geological strength index GSI of the rock mass and disturbance factors at different depths.
The mechanical parameters in the above embodiments may include: modulus of deformation E of rock massrmUniaxial compressive strength sigmacUniaxial tensile strength σtInner angle of friction
Figure BDA0002312882510000081
And cohesion force c.
Modulus of deformation of rock mass
Figure BDA0002312882510000082
Uniaxial compressive strength sigmac＝σci·sa(19)
Uniaxial tensile strength
Figure BDA0002312882510000083
Internal friction angle
Figure BDA0002312882510000084
Cohesion force
Figure BDA0002312882510000085
Wherein the content of the first and second substances,
Figure BDA0002312882510000086
in step 101 of the above embodiment, a plurality of groups of sound wave test holes may be drilled in a direction perpendicular to the slope surface of the rock slope; at this time, the process of the present invention,
Figure BDA0002312882510000087
in (c)pThe average value of the longitudinal wave velocity of the rock mass is obtained by testing the same depth in a plurality of groups of sound wave testing holes.
In the above embodiment, the method for determining rock mechanical parameters of a damaged area excavated by rock slope blasting provided by the invention may further include the step of determining longitudinal wave velocities of rock masses at different depths of an undamaged rock mass, and specifically may adopt the following methods: and determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
In the embodiment, the thickness of the undamaged rock mass in the damaged area of the rock slope blasting excavation can be determined according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
The invention is explained below by way of specific examples:
step 1, the rock mass in the elevation range of 820-750 m of the rock slope of the example is III1Determining sigma of basalt-like rock according to engineering geological survey and rock physical mechanical parameter laboratory test dataci＝70MPa、mi＝17、GSI＝55。
And 2, after blasting excavation of each step is finished, drilling a sound wave test hole vertical to the slope surface from the slope surface of the side slope to the rock mass of the side slope, wherein the hole depth is 7m, and the hole diameter is 90 mm. Two groups of sound wave test holes are drilled in each step, as shown in fig. 2, one group is located on the upstream side, the other group is located on the downstream side, and the distance between the two groups of sound wave test holes is 12 m. Each group consists of 3 parallel sound wave test holes, and the distance between adjacent holes is 1.2 m. The rock mass drilling sound wave test adopts a single-hole test method, the transducer moves from the hole bottom to the hole opening step by step, and the test is carried out every 0.2m, so that the rock mass longitudinal wave speed at different depths of the side slope is measured. Each measurement point was read three times, and the average value was taken as the final reading value. 9 tests are carried out on 9 steps with the height of 820-750 m, and the longitudinal wave speed of the rock mass at different depths behind the slope surface of the side slope obtained through the tests is shown in figure 3 (the abscissa 0 in figure 3 corresponds to the position of the slope surface of the side slope).
Step 3, averaging the multiple groups of rock mass sound wave velocity data recorded in the step 2 to obtain rock mass average longitudinal wave velocities at different depths behind the slope surface, and determining the thickness of a rock slope blasting excavation damaged area according to the principle that the average longitudinal wave velocity of the damaged rock mass is lower than the average longitudinal wave velocity of the undamaged rock mass;
specifically, the longitudinal wave velocities of the rock mass at the same depth recorded in step 2 are averaged to obtain the average longitudinal wave velocities of the rock mass at different depths behind the slope surface of the slope, as shown in fig. 4. It can be seen that the average longitudinal wave velocity of the rock mass has a significant rising trend within the range of 0-2.0 m behind the slope surface of the side slope. According to the principle that the average longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass, the thickness h of the blasting excavation damaged area is determined to be 2.0m, and the average longitudinal wave velocity c of the undamaged rock massp0About 4.5 km/s.
Step 4, the average longitudinal wave velocity c of the rock mass at different depths of the damage area obtained in the step 3pAnd average longitudinal wave velocity c of undamaged rock massp0Substitution into
Figure BDA0002312882510000091
Obtaining disturbance factor D values at different depths of a rock slope blasting excavation damaged area; linear fitting is carried out on the value of the disturbance factor D in the graph 5 to obtain that the change rule of the disturbance factor D along with the depth is D ═ 1-D/h) DmaxWherein D is the distance from the slope surface of the side slope, h is the thickness of the damage area, DmaxIs the disturbance factor at the slope (for this example h-2.0 m, D)max1.0). Phase of linear fitThe coefficient of correlation C is as high as 0.98, so that the disturbance factor D in the blasting excavation damage area is basically linearly reduced along with the increase of the depth.
And 5, substituting the disturbance factor D obtained by calculation in the step 4 into a generalized Hoek-Brown failure criterion, and estimating the rock mass deformation modulus, uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion at different depths of the rock slope blasting excavation damage area, wherein the calculation result is shown in fig. 6-10.
Therefore, the rock mechanical parameters of the damaged area in the rock slope blasting excavation in the example can be quickly estimated.
A second aspect of the present invention provides a rock mechanical parameter determination system for rock slope blasting excavation damage area, as shown in fig. 11, the system includes:
the acoustic testing hole drilling module 1101 is used for drilling acoustic testing holes in a direction perpendicular to the slope surface direction of the rock slope in a blasting excavation damage area;
the rock mass longitudinal wave velocity testing module 1102 is used for testing the rock mass longitudinal wave velocity at different depths in the acoustic wave testing hole respectively;
a perturbation factor calculating module 1103 for calculating the perturbation factor according to
Figure BDA0002312882510000101
Calculating disturbance factors D at different depths in the sound wave test hole, wherein cpFor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
and the mechanical parameter determining module 1104 is used for determining mechanical parameters of rock masses at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
In the above embodiment, the mechanical parameter determining module 1104 may include the following units:
the linear fitting unit is used for performing linear fitting on the disturbance factors at different depths in the sound wave test holes obtained through calculation to obtain a change rule of the disturbance factors along with the increase of the depths;
and the mechanical parameter determining unit is used for determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the change rule of the disturbance factor along with the increase of the depth.
In the above embodiment, the system may further include: the indoor test module is used for determining the uniaxial compressive strength sigma of the complete rock according to engineering geological survey and rock physical mechanical parameter indoor testsciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
in this embodiment, the mechanical parameter determination module 1104 is used for determining the uniaxial compressive strength σ of the intact rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area by using the geological strength index GSI of the rock mass and disturbance factors at different depths in the sound wave test hole.
In the above embodiment, the system may further include:
and the undamaged rock mass longitudinal wave velocity determining module is used for determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention establishes a quantitative calculation method of the disturbance factor D in the generalized Hoek-Brown damage criterion, and compared with a qualitative description value-taking method, the method provided by the invention has higher operability;
2. the rock mass at different depths of the rock slope has different degrees of disturbance caused by blasting excavation and different degrees of rock mass damage, the method overcomes the technical obstacle that the disturbance factor D is regarded as a constant by the generalized Hoek-Brown rule, gives the change rule of the disturbance factor D along with the depth, and has more reliable estimation result;
3. the method can quickly estimate the rock mechanical parameters in the rock slope blasting excavation damage area in real time, and can reduce the cost for developing the on-site in-situ test.
The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other. For the system disclosed by the embodiment, the description is relatively simple because the system corresponds to the method disclosed by the embodiment, and the relevant points can be referred to the method part for description.
The principles and embodiments of the present invention have been described herein using specific examples, which are provided only to help understand the method and the core concept of the present invention; meanwhile, for a person skilled in the art, according to the idea of the present invention, the specific embodiments and the application range may be changed. In view of the above, the present disclosure should not be construed as limiting the invention.

Claims (10)

1. A rock mechanical parameter determination method for a rock slope blasting excavation damage area is characterized by comprising 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
Figure FDA0002312882500000011
Calculating disturbance factors D at different depths in the sound wave test hole, wherein cpFor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
2. The method for determining the rock mechanical parameters of the rock mass in the rock slope blasting excavation damage area according to claim 1, wherein the step of determining the mechanical parameters of the rock mass at different depths of the rock slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole specifically comprises the following steps:
performing linear fitting on the calculated disturbance factors at different depths in the sound wave test hole to obtain a change rule of the disturbance factors along with the increase of the depth;
and determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damaged area according to the change rule of the disturbance factor along with the increase of the depth.
3. The method for determining rock mechanics parameters of rock slope blasting excavation damage area according to claim 1,
before determining the mechanical parameters of rock masses at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole, the method further comprises the following steps: determining uniaxial compressive strength sigma of complete rock according to engineering geological survey and rock physical mechanical parameter indoor testciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
according to the disturbance factors at different depths in the sound wave test hole, determining mechanical parameters of rocks at different depths in the slope blasting excavation damage area, and specifically comprising the following steps: uniaxial compressive strength σ from intact rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area according to the geological strength index GSI of the rock mass and disturbance factors at different depths.
4. The method for determining rock mechanical parameters of a rock slope blasting excavation damage area according to any one of claims 1 to 3, wherein the mechanical parameters comprise: modulus of deformation ErmUniaxial compressive strength sigmacUniaxial tensile strength σtInner angle of friction
Figure FDA0002312882500000023
And cohesion force c.
5. The method for determining rock mechanics parameters of rock slope blasting excavation damage area according to any one of claims 1-3,
perpendicular to rock slope surface direction is bored and is established sound wave test hole, specifically includes: drilling a plurality of groups of sound wave test holes in a direction vertical to the slope surface of the rock slope;
Figure FDA0002312882500000021
in (c)pThe average value of the longitudinal wave velocity of the rock mass is obtained by testing the same depth in a plurality of groups of sound wave testing holes.
6. The method for determining rock mechanics parameters of rock slope blasting excavation damage area according to claim 1, further comprising:
and determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
7. The utility model provides a rock slope blasting excavation damage area rock mechanics parameter determination system which characterized in that includes:
the acoustic test hole drilling module is used for drilling acoustic test holes in a blasting excavation damage area and in a direction perpendicular to the slope surface of the rock slope;
the rock mass longitudinal wave velocity testing module is used for testing the rock mass longitudinal wave velocity at different depths in the sound wave testing hole respectively;
a perturbation factor calculation module for calculating a perturbation factor based on
Figure FDA0002312882500000022
Calculating disturbance factors D at different depths in the sound wave test hole, wherein cpFor measuring the longitudinal wave velocity of the rock mass, cp0The longitudinal wave velocity of the undamaged rock mass;
and the mechanical parameter determination module is used for determining the mechanical parameters of the rock masses at different depths of the slope blasting excavation damage area according to the disturbance factors at different depths in the sound wave test hole.
8. The system for determining rock mechanical parameters in a rock slope blasting excavation damage area according to claim 7, wherein the mechanical parameter determination module specifically comprises:
the linear fitting unit is used for performing linear fitting on the disturbance factors at different depths in the sound wave test holes obtained through calculation to obtain a change rule of the disturbance factors along with the increase of the depths;
and the mechanical parameter determining unit is used for determining the mechanical parameters of the rock mass at different depths of the slope blasting excavation damage area according to the change rule of the disturbance factor along with the increase of the depth.
9. The system for determining rock mechanics parameters of rock slope blasting excavation damage area of claim 7, further comprising: the indoor test module is used for determining the uniaxial compressive strength sigma of the complete rock according to engineering geological survey and rock physical mechanical parameter indoor testsciHardness and softness parameter m of rockiAnd geological strength index GSI of rock mass;
the mechanical parameter determining module specifically includes: a mechanical parameter determination unit for determining the uniaxial compressive strength sigma of the whole rockciHardness and softness parameter m of rockiAnd determining mechanical parameters of the rock mass at different depths of the blasting excavation damage area by using the geological strength index GSI of the rock mass and disturbance factors at different depths in the sound wave test hole.
10. The system for determining rock mechanics parameters of rock slope blasting excavation damage area of claim 7, further comprising:
and the undamaged rock mass longitudinal wave velocity determining module is used for determining the longitudinal wave velocity of the undamaged rock mass in the rock slope blasting excavation damaged area according to the principle that the longitudinal wave velocity of the damaged rock mass is lower than that of the undamaged rock mass.
CN201911266109.9A 2019-12-11 2019-12-11 Rock mass mechanics parameter determination method and system for rock slope blasting excavation damage area Pending CN110940736A (en)

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CN112730624A (en) * 2020-12-21 2021-04-30 中国科学院武汉岩土力学研究所 Test method for obtaining rock blasting and impact damage distribution range
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