CN105004662A - Method for testing contact rigidity of rock discontinuity structural plane, and apparatus thereof - Google Patents
Method for testing contact rigidity of rock discontinuity structural plane, and apparatus thereof Download PDFInfo
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Abstract
The invention discloses a method for testing the contact rigidity of a rock discontinuity structural plane. The method comprises the following steps: 1, selecting a test area; 2, installing vibration sensors; 3, starting a collecting instrument to make the collecting instrument in a sampling state; 4, hammering one side of the rock discontinuity structural plane, and adjusting the hammering direction to generate longitudinal waves and transverse waves vibrating along the line direction of the vibration sensors; 5, recording through the collecting instrument; 6, calculating the wave velocity of the longitudinal waves, the wave velocity of the transverse waves, the time consumption of the longitudinal waves passing through the structural plane and the time consumption of the transverse waves passing through the structural plane; 7, calculating the elastic modulus and the Poisson's ratio of a complete rock; 8, carrying out inversion analysis by means of a value technology, and establishing a value model similar to the test area; and 9, applying impact load to one side of the value model, and continuously adjusting the normal contact rigidity and the tangential contact rigidity of the structural plane in the value model to obtain the contact rigidity of the structural plane of the test area. The invention also provides an apparatus adopting the method.
Description
Technical field
The invention belongs to the technical field of geology and mechanics, relate to a kind of method of testing rock mass discontinuity contact stiffness particularly, and use the device of the method.
Background technology
There is the structural planes such as a large amount of tomography, joint, cleavage in geologic body, the mechanical property in said structure face will directly affect the degree of stability of geologic body and potential destabilizing deflection curves.The mechanical property of structural plane comprises structural plane normal contact stiffness, tangential contact stiffness, cohesive strength, angle of internal friction and tensile strength etc.In the mechanical property in said structure face, the contact stiffness of structural plane not only affects the static stress and deformation relation of geologic body, more directly affect the dynamic mechanical behavior of geologic body, as the propagation law of stress wave in geologic body, the geologic body failure evolvement rule etc. under dynamic load effect.
At present, for the test of structural plane cohesive strength, angle of internal friction and tensile strength and experimental technique comparatively ripe, as original position shearing experiment, indoor direct shearing test, indoor triaxial tests and indoor Brazilian spilt test etc.But about the method for testing of structural plane contact stiffness and analytical technology less, the general test adopting uniaxial compression test normal contact stiffness, employing direct shearing test completes the test of tangential contact stiffness.During normal contact stiffness test, first test the normal stiffness of intact rock, then test, containing the normal stiffness (during test, structural plane keeps horizontality) of structural plane rock mass, finally calculates the normal contact stiffness of structural plane according to correlation formula.During the test of tangential contact stiffness, using structural plane as staight scissors face, apply circumferential load by the intact part upper and lower to structural plane, the tangential displacement at observation structure face place with the Changing Pattern of tangential force, and then calculates the tangential contact stiffness of structural plane.
The method of above-mentioned test structure face contact stiffness can only complete in laboratory, therefore needs to carry out on-site sampling and test specimen processing, and operation is comparatively complicated, comparatively large and cannot reflect the impact of the initial stress on structural plane rigidity on structural plane disturbance.In addition, by the restriction of experimental facilities, sample to be tested and structural plane size, generally at decimeter level, cannot measure the contact stiffness in large scale structure face.Finally, the rigidity value of said method test is the static rigidity of structural plane, when the rigidity value that this is tested is used for dynamic problem analysis, will there is larger error.
Summary of the invention
Technology of the present invention is dealt with problems and is: overcome the deficiencies in the prior art, a kind of method of testing rock mass discontinuity contact stiffness is provided, it direct can implement Measurement and analysis to structural plane rock mass in the wild, measuring accuracy is high, test step is simple, the impact of the initial stress on structural plane rigidity can be reflected, and the contact stiffness in large scale structure face can be measured.
Technical solution of the present invention is: the method for this test rock mass discontinuity contact stiffness, and the method comprises the following steps:
(1) choose good structural plane rock mass of appearing as test zone, remove dust and the loose crushing body on test zone surface;
(2) be that symcenter installs vibration transducer in both sides with rock mass discontinuity, each vibration transducer keeps point-blank;
(3) utilize data line to be connected with Acquisition Instrument by vibration transducer, open Acquisition Instrument and make it be in sample states;
(4) carry out hammering in the side of rock mass discontinuity, and produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
(5) vibration signal utilizing each vibration transducer perception hammering to produce, and carry out record by Acquisition Instrument;
(6) according to Induction Peried and the distance of each vibration transducer, the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave is calculated by consuming time by structural plane of consuming time, the shear wave of structural plane;
(7) density of the rockmass at test zone place is tested, and calculate elastic modulus and the Poisson ratio of rockmass;
(8) carry out back analysis by numerical method, set up the numerical model similar to test zone, the density of rockmass, elastic modulus and Poisson ratio all get field measurement parameter;
(9) shock load is applied in the side of numerical model, difference consuming time by structural plane of stress wave is obtained by the normal contact stiffness that constantly adjusts structural plane in numerical model and tangential contact stiffness, when stress wave is by the consuming time and step (6) of structural plane consuming time consistent, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
Additionally provide a kind of device using the method for this test rock mass discontinuity contact stiffness, it comprises fullering tool, some vibration transducers, Acquisition Instrument, data processing unit;
Vibration transducer configuration is that symcenter is installed in both sides with rock mass discontinuity, keeps point-blank, the vibration signal that perception hammering produces;
Acquisition Instrument configuration utilizes data line to be connected with vibration transducer, the vibration signal that record hammering produces;
Fullering tool configuration carries out hammering in the side of rock mass discontinuity, and is produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
Data processing unit configuration calculates the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave by consuming time by structural plane of consuming time, the shear wave of structural plane; Calculate elastic modulus and the Poisson ratio of rockmass; Carry out back analysis by numerical method, set up the numerical model similar to test zone; The normal contact stiffness of structural plane and tangential contact stiffness in continuous adjustment numerical model, when stress wave by the consuming time and compressional wave of structural plane by consuming time, the shear wave of structural plane by structural plane consuming time consistent time, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
The present invention by structural plane side respectively according to perpendicular to structural plane and be parallel to structural plane two kinds of direction hammering rock mass, make its produce respectively along sensor line direction propagate compressional wave and shear wave, the Induction Peried that each sensor senses arrives is caught by Acquisition Instrument, the longitudinal wave velocity of rockmass is calculated according to the distance between each sensor, transverse wave speed, compressional wave passes through the consuming time of structural plane by the consuming time and shear wave of structural plane, according to the density of rock mass, longitudinal wave velocity and transverse wave speed calculate elastic modulus and the Poisson ratio of rockmass, numerical computation method is utilized to carry out analytical calculation to compressional wave and shear wave by the consuming time of structural plane, by constantly adjusting the normal contact stiffness of structural plane in numerical model and tangential contact stiffness, the compressional wave that numerical evaluation is obtained is consuming time and shear wave is consuming time and calculated consuming time consistent, this normal contact stiffness and tangential contact stiffness are the contact stiffness of test zone structural plane, therefore the method for this test rock mass discontinuity contact stiffness direct can implement Measurement and analysis to structural plane rock mass in the wild, measuring accuracy is high, test step is simple, the impact of the initial stress on structural plane rigidity can be reflected, and the contact stiffness in large scale structure face can be measured.
Accompanying drawing explanation
Fig. 1 shows according to single structure face hammering experimental system artwork of the present invention.
Fig. 2 shows according to double structure face hammering experimental system artwork of the present invention.
Fig. 3 shows the process flow diagram of the method according to test rock mass discontinuity contact stiffness of the present invention.
Embodiment
As can be seen from Figure 3, the method for this test rock mass discontinuity contact stiffness, the method comprises the following steps:
(1) choose good structural plane rock mass of appearing as test zone, remove dust and the loose crushing body on (utilizing hairbrush etc.) test zone surface;
(2) be that symcenter installs vibration transducer in both sides with rock mass discontinuity, each vibration transducer keeps point-blank;
(3) utilize data line to be connected with Acquisition Instrument by vibration transducer, open Acquisition Instrument and make it be in sample states;
(4) carry out hammering in the side of rock mass discontinuity, and produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
(5) vibration signal utilizing each vibration transducer perception hammering to produce, and carry out record by Acquisition Instrument;
(6) according to Induction Peried and the distance of each vibration transducer, the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave is calculated by consuming time by structural plane of consuming time, the shear wave of structural plane;
(7) density of the rockmass at test zone place is tested, and calculate elastic modulus and the Poisson ratio of rockmass;
(8) carry out back analysis by numerical method, set up the numerical model similar to test zone, the density of rockmass, elastic modulus and Poisson ratio all get field measurement parameter;
(9) shock load is applied in the side of numerical model, difference consuming time by structural plane of stress wave is obtained by the normal contact stiffness that constantly adjusts structural plane in numerical model and tangential contact stiffness, when stress wave is by the consuming time and step (6) of structural plane consuming time consistent, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
In addition, described structural plane comprises the dry structure face without thickness and the structural plane containing weak intercalated layer.
In addition, the vibration transducer quantity of the every side of described structural plane is more than or equal to 2, and structural plane is more than or equal to 50cm with the spacing of side senser, and structural plane both sides are less than or equal to 10cm from the nearest sensor of structural plane to the distance of structural plane.
In addition, described vibration transducer comprises acceleration transducer, speed pickup, and the frequency response of vibration transducer is more than or equal to 1KHz.
In addition, described vibration transducer is bonding by gypsum, accelerated cement is bonding, and chemical glue mode that is bonding or expansion bolt connection is installed to rock mass.
In addition, in described step (4), when hammering direction is vertical with structural plane, produce compressional wave, when hammering direction is parallel with structural plane, produce shear wave.
In addition, in described step (7), calculate the Poisson ratio of rockmass according to formula (1), according to formula (2) calculating elastic modulus:
Wherein ν is Poisson ratio, E is elastic modulus, ρ is density, c
pfor longitudinal wave velocity, c
sfor shear wave
Velocity of wave.
In addition, the numerical method in described step (8) comprises finite element method, distinct element method, finite volume method, method of finite difference, gridless routing.
In addition, in the adjustment numerical model in described step (9), the normal contact stiffness of structural plane and the method for tangential contact stiffness comprise dichotomy, line of steepest descent method, method of conjugate gradient, simulated annealing.
Additionally provide a kind of device using the method for this test rock mass discontinuity contact stiffness, it comprises fullering tool, some vibration transducers, Acquisition Instrument, data processing unit;
Vibration transducer configuration is that symcenter is installed in both sides with rock mass discontinuity, keeps point-blank, the vibration signal that perception hammering produces;
Acquisition Instrument configuration utilizes data line to be connected with vibration transducer, the vibration signal that record hammering produces;
Fullering tool configuration carries out hammering in the side of rock mass discontinuity, and is produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
Data processing unit configuration calculates the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave by consuming time by structural plane of consuming time, the shear wave of structural plane; Calculate elastic modulus and the Poisson ratio of rockmass; Carry out back analysis by numerical method, set up the numerical model similar to test zone; The normal contact stiffness of structural plane and tangential contact stiffness in continuous adjustment numerical model, when stress wave by the consuming time and compressional wave of structural plane by consuming time, the shear wave of structural plane by structural plane consuming time consistent time, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
The present invention by structural plane side respectively according to perpendicular to structural plane and be parallel to structural plane two kinds of direction hammering rock mass, make its produce respectively along sensor line direction propagate compressional wave and shear wave, the Induction Peried that each sensor senses arrives is caught by Acquisition Instrument, the longitudinal wave velocity of rockmass is calculated according to the distance between each sensor, transverse wave speed, compressional wave passes through the consuming time of structural plane by the consuming time and shear wave of structural plane, according to the density of rock mass, longitudinal wave velocity and transverse wave speed calculate elastic modulus and the Poisson ratio of rockmass, numerical computation method is utilized to carry out analytical calculation to compressional wave and shear wave by the consuming time of structural plane, by constantly adjusting the normal contact stiffness of structural plane in numerical model and tangential contact stiffness, the compressional wave that numerical evaluation is obtained is consuming time and shear wave is consuming time and calculated consuming time consistent, this normal contact stiffness and tangential contact stiffness are the contact stiffness of test zone structural plane, therefore the method for this test rock mass discontinuity contact stiffness direct can implement Measurement and analysis to structural plane rock mass in the wild, measuring accuracy is high, test step is simple, the impact of the initial stress on structural plane rigidity can be reflected, and the contact stiffness in large scale structure face can be measured.
Below provide two specific embodiments of the present invention.
Embodiment 1:
Carry out test analysis to the normal contact stiffness of certain surface mine limestone structural plane and tangential contact stiffness, experimentation as shown in Figure 1.Appearing good region in selecting structure face 2, utilizes hairbrush to clear up structural plane 2 and both sides rockmass 1, remove surperficial floating dust and loose crushing body.Utilize gypsum, vibration acceleration sensor 3 to 6 is fixed at a certain distance on the rockmass 1 of structural plane 2 both sides, when sensor is laid, sensor 3 to 6 need be ensured point-blank, and perpendicular to structural plane 2.Acceleration transducer 4 and 5 is 5cm to the distance of structural plane 2, and acceleration transducer 3 and 6 is 50cm to the distance of structural plane.Utilize data line 7 degree of will speed up sensor 3 to 6 to be connected to Acquisition Instrument 8, open Acquisition Instrument 8 and make it be in sample states.Choose hammer point 9 and hammer point 11 two hammer points, carry out hammering at hammer point 9 according to hammering direction 10, produce the compressional wave propagated to structural plane 2 direction; Carry out hammering at hammer point 11 according to hammering direction 12, produce the shear wave propagated to structural plane 2 direction.Utilize acceleration transducer 3 to 6 pairs of vibration signals to pick up, and utilize Acquisition Instrument 8 pairs of vibration signals to carry out record.According to the distance between the Induction Peried of sensor 3 to 6 and sensor 3 to 6, the longitudinal wave velocity calculating rockmass 1 is 3917m/s, and transverse wave speed is 2165m/s, and compressional wave be 0.21ms by the consuming time of structural plane 2, and it is 0.65ms that shear wave passes through the consuming time of structural plane.Adopting the density to test zone rock mass 1 such as balance, graduated cylinder to test, is 2500kg/m
3, calculating the elastic modulus that these structural plane 2 both sides complete rock mass 1 is thus 30GPa, and Poisson ratio is 0.28.Adopt deformable block Discrete-parcel method to carry out numerical inversion, parameter strategy selects dichotomy, and through computational analysis, the normal contact stiffness of structural plane 2 is 10.1GPa/m, and tangential contact stiffness is 3.5GPa/m.
Embodiment 2:
The test analysis of normal contact stiffness and tangential contact stiffness is carried out in the granite structure face of exposing certain slope excavating, and experimentation as shown in Figure 2.Two structural planes 2 expose excavation and around rockmass 1 are cleared up, desurfacing impurity.Expansion bolt is utilized vibrating speed sensors 3,4,5,6,13,14 to be mounted to the correspondence position of structural plane 2 surrounding rockmass 1; And guarantee that sensor 3,4,5,6,13,14 is in a straight line, and perpendicular to structural plane 2.Sensor 4, sensor 5 are 10cm to the distance in left side structure face 2, sensor 6, sensor 13 are also 10cm to the distance in right side structure face 2, and the distance between sensor 3 and sensor 4, between sensor 5 and sensor 6, between sensor 13 and sensor 14 is 5m.Utilize data line 7 to be connected with Acquisition Instrument 8 by sensor 3,4,5,6,13,14, open Acquisition Instrument 8 and make it be in sample states.Carry out hammering at hammer point 9 according to hammering direction 10, produce the compressional wave propagated to two structural planes 2; Carry out hammering at hammer point 11 according to hammering direction 12, produce the shear wave propagated to two structural planes 2.The vibration take-off time recorded according to sensor 3,4,5,6,13,14 and the distance computation of each sensor obtain, compressional wave is 0.33ms by the consuming time of right side structure face 2, compressional wave is 0.24ms by the consuming time of left side structure face 2, shear wave is 0.78ms by the consuming time of right side structure face 2, shear wave is 0.65ms by the consuming time of left side structure face 2, the longitudinal wave velocity of intact rock is 4307m/s, and transverse wave speed is 2527m/s.According to the rock mass density 2600kg/m that on-the-spot test obtains
3, the elastic modulus calculating this grouan is 41GPa, Poisson ratio is 0.24.The finite volume method containing structural plane model is utilized to carry out numerical analysis, parameter regulation means elects method of conjugate gradient as, through computational analysis, the normal contact stiffness in right side structure face 2, left side structure face 2 is respectively 9.4GPa/m, 15GPa/m, and the tangential contact stiffness in right side structure face 2, left side structure face 2 is respectively 2.8GPa/m and 6.4GPa/m.
The above; it is only preferred embodiment of the present invention; not any pro forma restriction is done to the present invention, every above embodiment is done according to technical spirit of the present invention any simple modification, equivalent variations and modification, all still belong to the protection domain of technical solution of the present invention.
Claims (10)
1. test a method for rock mass discontinuity contact stiffness, it is characterized in that: the method comprises the following steps:
(1) choose good structural plane rock mass of appearing as test zone, remove dust and the loose crushing body on test zone surface;
(2) be that symcenter installs vibration transducer in both sides with rock mass discontinuity, each vibration transducer keeps point-blank;
(3) utilize data line to be connected with Acquisition Instrument by vibration transducer, open Acquisition Instrument and make it be in sample states;
(4) carry out hammering in the side of rock mass discontinuity, and produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
(5) vibration signal utilizing each vibration transducer perception hammering to produce, and carry out record by Acquisition Instrument;
(6) according to Induction Peried and the distance of each vibration transducer, the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave is calculated by consuming time by structural plane of consuming time, the shear wave of structural plane;
(7) density of the rockmass at test zone place is tested, and calculate elastic modulus and the Poisson ratio of rockmass;
(8) carry out back analysis by numerical method, set up the numerical model similar to test zone, the density of rockmass, elastic modulus and Poisson ratio all get field measurement parameter;
(9) shock load is applied in the side of numerical model, difference consuming time by structural plane of stress wave is obtained by the normal contact stiffness that constantly adjusts structural plane in numerical model and tangential contact stiffness, when stress wave is by the consuming time and step (6) of structural plane consuming time consistent, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
2. the method for test rock mass discontinuity contact stiffness according to claim 1, is characterized in that: described structural plane comprises the dry structure face without thickness and the structural plane containing weak intercalated layer.
3. the method for test rock mass discontinuity contact stiffness according to claim 2, it is characterized in that: the vibration transducer quantity of the every side of described structural plane is more than or equal to 2, structural plane is more than or equal to 50cm with the spacing of side senser, and structural plane both sides are less than or equal to 10cm from the nearest sensor of structural plane to the distance of structural plane.
4. the method for test rock mass discontinuity contact stiffness according to claim 3, it is characterized in that: described vibration transducer comprises acceleration transducer, speed pickup, the frequency response of vibration transducer is more than or equal to 1KHz.
5. the method for test rock mass discontinuity contact stiffness according to claim 4, is characterized in that: described vibration transducer is bonding by gypsum, accelerated cement is bonding, and chemical glue mode that is bonding or expansion bolt connection is installed to rock mass.
6. the method for test rock mass discontinuity contact stiffness according to claim 5, is characterized in that: in described step (4), produce compressional wave when hammering direction is vertical with structural plane, produce shear wave when hammering direction is parallel with structural plane.
7. the method for test rock mass discontinuity contact stiffness according to claim 6, it is characterized in that: in described step (7), the Poisson ratio of rockmass is calculated, according to formula (2) calculating elastic modulus according to formula (1):
Wherein ν is Poisson ratio, E is elastic modulus, ρ is density, c
pfor longitudinal wave velocity, c
sfor transverse wave speed.
8. the method for test rock mass discontinuity contact stiffness according to claim 7, is characterized in that: the numerical method in described step (8) comprises finite element method, distinct element method, finite volume method, method of finite difference, gridless routing.
9. the method for test rock mass discontinuity contact stiffness according to claim 8, is characterized in that: in the adjustment numerical model in described step (9), the normal contact stiffness of structural plane and the method for tangential contact stiffness comprise dichotomy, line of steepest descent method, method of conjugate gradient, simulated annealing.
10. use a device for the method for test rock mass discontinuity contact stiffness according to claim 9, it is characterized in that: it comprises fullering tool, some vibration transducers, Acquisition Instrument, data processing unit;
Vibration transducer configuration is that symcenter is installed in both sides with rock mass discontinuity, keeps point-blank, the vibration signal that perception hammering produces;
Acquisition Instrument configuration utilizes data line to be connected with vibration transducer, the vibration signal that record hammering produces;
Fullering tool configuration carries out hammering in the side of rock mass discontinuity, and is produced the compressional wave and shear wave propagated along vibration transducer line direction by adjustment hammering direction;
Data processing unit configuration calculates the longitudinal wave velocity of rockmass, transverse wave speed, compressional wave by consuming time by structural plane of consuming time, the shear wave of structural plane; Calculate elastic modulus and the Poisson ratio of rockmass; Carry out back analysis by numerical method, set up the numerical model similar to test zone; The normal contact stiffness of structural plane and tangential contact stiffness in continuous adjustment numerical model, when stress wave by the consuming time and compressional wave of structural plane by consuming time, the shear wave of structural plane by structural plane consuming time consistent time, normal contact stiffness now and tangential contact stiffness are the contact stiffness of test zone structural plane.
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| CN110940587A (en) * | 2019-12-17 | 2020-03-31 | 北京工业大学 | Lathe bed-foundation joint surface contact rigidity calculation method based on multi-scale theory |
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| CN105004662B (en) | 2017-10-20 |
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