CN115979811B - Rock mass dynamic-static deformation parameter same-body, same-direction and synchronous testing method - Google Patents
Rock mass dynamic-static deformation parameter same-body, same-direction and synchronous testing method Download PDFInfo
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Abstract
The invention belongs to the field of rock mass deformation parameter testing, in particular to a rock mass dynamic-static deformation parameter testing technology, and discloses a rock mass dynamic-static deformation parameter same-body, same-direction and synchronous testing method, which comprises the steps of selecting a testing site, determining a testing point of a rock layer surface and a position for placing a bearing plate, drilling a central hole in the center of the bearing plate, and drilling peripheral sound wave holes outside the periphery of the bearing plate; installing a counterforce device; carrying out deformation tests in a multistage single-cycle mode, and synchronously carrying out acoustic wave and seismic wave tests of each stage of load to obtain deformation modulus, acoustic wave speed and seismic wave speed under each stage of load; and (5) calculating the deformation modulus and the elastic modulus under various levels of loads by using elastic mechanical analysis Jie Gong. The invention can simultaneously carry out multi-point test on the rock mass with various structures on site, can obtain the real-dynamic-static deformation parameters of the rock mass and a very high correlation equation thereof, and can obtain the corresponding rock mass deformation modulus for the design and construction rapid wave speed in the later period of engineering.
Description
Technical Field
The invention belongs to the field of rock deformation parameter testing, in particular to a rock dynamic-static deformation parameter testing technology.
Background
The rock deformation parameters are main parameters of various rock engineering designs and stability analysis, most of the rock deformation parameters are deformation modulus obtained by on-site rock deformation tests, namely static deformation modulus, the load is about 100 tons by adopting a bearing plate test (plate bearing test), hundreds of tons of counter force must be provided by means of mountain bodies in test footrills, and the large-scale Cheng Daduo is a large task with the time and labor consumption and heavy equipment. The deformation parameters can be obtained by the geophysical test method with elastic theoretical solution, namely the elastic modulus calculated by the wave speed of the acoustic wave test or the seismic wave test, also called as a dynamic elastic modulus, and the test speed is high, multiple moduli can be obtained at one time, and the cost is low. Because of the high geophysical test frequency, the method is insensitive to small structural surface reactions in the rock mass and has high modulus values, and therefore, the evaluation of the large Cheng Deji rock mass can only select the static deformation modulus according to the static load. If a dynamic-static relation equation with high correlation can be established, a rock mass wave velocity is used for obtaining a rock mass static deformation modulus, the method has huge economic value and application value, a plurality of students and engineers research the relation between the dynamic modulus and the static modulus from a plurality of aspects, but the correlation is low, the static deformation modulus is difficult to evaluate by using the measured wave velocity, one of main reasons is that a test piece for obtaining the dynamic modulus and the static modulus is not a rock mass at a position and is stressed but is not a rock mass with the same volume (rock mass with the same volume), thus the established correlation equation has low correlation, a large number of large-scale hydropower engineering in China are established with a large number of acoustic wave velocity and deformation modulus correlation equations, most of the correlation is tested at the same position, and the correlation equation established by using the earthquake waves has low correlation.
For example, CN104931363B, named "method for testing deformation modulus of jointed rock mass", discloses a method for recording vibration waveform by using blasting impact load test, obtaining modulus by using earthquake exploration (frequency is tens-hundreds Hz) and different peak frequencies, and obtaining static deformation modulus when the frequency is smaller and dynamic elastic modulus when the frequency is higher, which belongs to dynamic test method, and is not static deformation test technology but rather dynamic-static homobody test.
Disclosure of Invention
The invention provides a technical method for carrying out deformation tests on rock mass with the same medium, the same loading direction and the same volume on site and synchronously testing wave velocity, establishing a rock mass dynamic-static relation equation with high correlation and synchronously obtaining rock mass deformation modulus and dynamic modulus.
The invention relates to a rock mass dynamic-static deformation parameter same-body, same-direction and synchronous testing method, which comprises the following steps:
step one:
selecting a test site, determining a test point of a rock layer and a position for placing a bearing plate, drilling a central hole in the center of the bearing plate, and uniformly drilling at least 4 peripheral sound wave holes in the peripheral outer side of the bearing plate in the circumferential direction; the drilled central hole and the peripheral sound wave holes penetrate through the discontinuous surface of the rock mass below the bearing plate;
step two:
the method comprises the steps that an anchor head for providing counterforce and finely-pricked screw steel are arranged in a central hole to form a counterforce device, a device for providing deformation test loading pressure is arranged in the central hole, and an acoustic wave test probe and a mounting detector are arranged in each peripheral acoustic wave hole; installing a test jack and a test system; locking the upper anchor head;
step three:
carrying out deformation tests in a multistage single-cycle mode, and synchronously carrying out acoustic wave and seismic wave tests of each stage of load to obtain deformation modulus, acoustic wave speed and seismic wave speed under each stage of load;
step four:
and calculating the deformation modulus and the elastic modulus under various levels of loads by using elastic mechanical analysis Jie Gong:
W＝(2(1-μ 2 )qD)/(πE)-((1-μ 2 )qd 2 /2ED)
wherein; w-deformation (cm); e-deformation modulus (MPa); q-bearing plate pressure (MPa);
d-diameter of bearing plate (cm); d-center hole diameter (cm); pi-circumference ratio; μ -poisson ratio;
calculating dynamic elastic modulus, elastic wave equation and theoretical relation between wave velocity and medium modulus, density and poisson ratio by using the measured wave velocity of sound wave and earthquake wave:
wherein: e (E) d -dynamic elastic modulus; μ -poisson ratio; v (V) P -longitudinal wave velocity; v (V) S -transverse wave velocity; g-shear modulus; ρ—rock mass density.
Further, in the second step, an acoustic wave test probe is mounted on the upper portion of the peripheral acoustic wave hole, and a pickup is mounted on the lower portion of the peripheral acoustic wave hole.
At least one wave detector is installed at intervals in the vertical direction of the depth of the peripheral sound wave hole.
And an acoustic wave test probe is arranged at the upper part of the acoustic wave hole.
Selecting a plurality of positions between the worst and best multi-type rock mass in the field, carrying out deformation tests of a plurality of test points, and then respectively establishing by using the static deformation modulus E and the acoustic longitudinal wave velocity of the multipoint pairing: longitudinal wave velocity and static deformation modulus; and a relation with a high correlation coefficient between the dynamic elastic modulus and the static deformation modulus.
The multiple test points are more than 10.
The multi-stage single-cycle mode in the third step is multi-stage single-cycle pressurization, and the total pressure is divided into 6 stages, wherein the pressure of each stage is increased by about 1MPa, and the stress on the bearing plate finally reaches 6MPa; in each stage of pressurization process, rock mass deformation W is measured, and each acoustic wave test probe emits acoustic wave and earthquake wave test signals, and the wave detector receives acoustic waves and earthquake waves which are installed in different peripheral acoustic wave holes.
In the first step, after a test site is selected, a thin cement protective layer is paved at a test point for determining a rock level, and the bearing plate is paved on the thin cement protective layer.
The rock mass dynamic-static deformation parameter testing method can be used for simultaneously carrying out multi-point testing on the rock mass with various structures on site, can obtain the real dynamic-static deformation parameters of the rock mass and a very high correlation equation thereof, can obtain the corresponding rock mass deformation modulus for the rapid wave speed for the design and construction in the later period of engineering, and is simple, low in cost and completely suitable for the application of large-scale hydropower engineering and other rock mass engineering.
Drawings
FIG. 1 is a bearing plate and borehole layout of the test of the present invention.
FIG. 2 is a schematic illustration of the test of the present invention.
Reference numerals: the device comprises a 1-thin cement protective layer, a 2-central hole, 3-peripheral sound holes, 31-first sound holes, 32-second sound holes, 41-bearing plates, 42-jacks, 43-counterforce reinforcing bars, 44-upper lock heads, 51-sound wave test probes, 511-first sound wave test probes, 52-detectors, 521-first detectors, 522-second detectors, 523-third detectors, 6-anchor heads, 7-rock layers and 8-rock mass discontinuous surfaces.
Detailed Description
The dynamic and static testing technology proposed by the invention is limited to the same rock mass; the dynamic-static load loading direction is the same; testing and synchronizing dynamic and static parameters; the static deformation modulus of rock mass is tested under static load under the test bearing plate, and at the same time, the dynamic elastic modulus of rock mass is measured by using earthquake wave (or sound wave) under the same volume of rock mass, and the static deformation modulus of rock mass is obtained by using the same-body, same-direction and synchronous dynamic and static test technique method, and a plurality of dynamic and static test points of broken-more-generally-more-complete-multiple-type rock mass (representing multiple rock mass with low deformation modulus to high deformation modulus) can be selected, so that a plurality of pairs of deformation modulus and wave velocity data can be obtained, an equation with high correlation coefficient of the wave velocity and deformation modulus of the rock mass can be established, the wave velocity can be measured by using an economic, rapid and large-control area geophysical test method for subsequent investigation and construction excavation of exposed rock mass, and the static deformation modulus of rock mass is obtained rapidly, and the novel method is provided for saving time-consuming, labor-consuming and costly on-site rock mass denaturation test.
The implementation of the invention comprises the following steps:
step one:
the test site is selected, the test point of the rock face 7 and the position where the bearing plate 41 is placed are determined, a central hole 2 is drilled in the center of the bearing plate 41, and at least 4 peripheral sound wave holes 3 are distributed on the outer side of the periphery of the bearing plate 41. The drilled central hole 2 and the peripheral sound wave holes 3 can penetrate through the discontinuous surface 8 of the rock mass below the bearing plate.
Step two:
the anchor head 6 for providing counterforce is arranged in the central hole 2, and the finely-pricked screw thread steel 43 forms counterforce devices. An acoustic test probe 51 is installed at the upper part of each peripheral acoustic hole 3, a detector 52 is installed at the lower part, a test jack and test system 42 is installed, and an upper lock 44 is locked.
In order to increase the number and accuracy of acoustic wave detection, an acoustic wave test probe may also be installed in the central bore 2. Because the peripheral sound wave hole 3 is deeper, at least 3 detectors are arranged at intervals in the vertical direction of the depth of the peripheral sound wave hole 3, and the longitudinal wave speed and the transverse wave speed of sound waves in the rock mass can be obtained more accurately through comparison and calculation of the sound wave speeds detected by different detectors.
Step three:
and carrying out deformation tests according to a multistage single-cycle mode, and synchronously carrying out acoustic wave and seismic wave tests of each stage of load to obtain deformation modulus, acoustic wave speed and seismic wave speed under each stage of load.
Step four:
and calculating the deformation modulus and the elastic modulus under various levels of loads by using elastic mechanical analysis Jie Gong:
W＝(2(1-μ 2 )qD)/(πE)-((1-μ 2 )qd 2 /2ED)
wherein; w-deformation (cm); e-deformation modulus (MPa); q-bearing plate pressure (MPa); d-diameter of bearing plate (cm); d-center hole diameter (cm); pi-circumference ratio; μ -poisson ratio.
The measured wave velocities of the sound waves and the earthquake waves are used for respectively calculating the dynamic elastic modulus and the elastic wave equation, and the theoretical relation between the wave velocity and the medium modulus, the density and the poisson ratio is as follows:
wherein: e (E) d -dynamic elastic modulus; μ -poisson ratio; v (V) P -longitudinal wave velocity; v (V) S -transverse wave velocity; g-shear modulus; ρ—rock mass density.
The test method can establish a wave velocity and deformation modulus correlation equation with high correlation coefficient, and the reason is that: the dynamic-static load loading is the same rock mass, the loading direction of the load bearing plate and the wave speed testing direction are the same, and the deformation of the rock mass under static load bearing plate and the deformation of the rock mass under dynamic test are basically limited within the peripheral testing boundary, so that the same-body and same-direction synchronous testing of the dynamic and static deformation parameters of the rock mass can be realized.
Examples
According to the test conditions, an open-air test site is selected, a thin cement protective layer 1 is paved, and then a bearing plate 41 is paved on the thin cement protective layer 1, so that smooth and stable installation of the bearing plate 41 is ensured. As shown in fig. 1, the test position of the bearing plate is determined and placed in the test site, a central hole 2 is drilled in the central position of the bearing plate 41, 4 peripheral sound wave holes 3 are drilled in the periphery of the bearing plate 41, and the peripheral distance between the peripheral sound wave holes 3 and the bearing plate 41 is convenient for construction and equipment installation operation and can limit the peripheral rock mass of the bearing plate test zone. The 5 drill holes are about 6cm in diameter and about 3m in depth. The acoustic and seismic velocities of the rock mass were measured in the borehole vertical and cross-borehole directions.
The number of the peripheral sound wave holes 3 is at least 4 based on the surrounding rock mass of the packaging laminated board, and the peripheral sound wave holes 3 can be added among 4 hole circumferences.
As shown in fig. 2, a device such as the "self-carried foundation deformation measuring method and its equipment" of patent No. ZL200710048284.1 is installed in the central hole to provide deformation test loading pressure. A35 mm plastic pipe is sleeved outside the counter-force steel bar 43, the steel bar is prevented from running during testing by the center Kong Shengbo, the sound wave detection precision is prevented from being influenced, a sound wave test probe 51 is installed in the peripheral sound wave hole 3, the sound wave test probe 51 is installed on the upper portion of the peripheral sound wave hole 3, 1 detector 52 is installed at each interval of 1m downwards from the rock stratum surface 7 in each peripheral sound wave hole 3, and three detectors 52 are respectively a first detector 521, a second detector 522 and a third detector 523. A test jack 42 and a test system are installed.
Carrying out deformation tests according to a multistage single-cycle mode, and synchronously carrying out acoustic wave and seismic wave tests of each stage of load: the multi-stage single-cycle pressurization is divided into 6 stages, the pressure of each stage is increased by about 1MPa, and the stress on the bearing plate finally reaches 6MPa. In each stage of pressurization process, the deformation W of the rock mass is measured, meanwhile, each acoustic wave test probe 51 emits acoustic wave and earthquake wave test signals, the wave detector 52 receives acoustic waves and earthquake waves which are installed in different peripheral acoustic wave holes 3, as shown in fig. 2, the test schematic mode between the acoustic wave test probes and the wave detectors in different peripheral acoustic wave holes is shown, the acoustic waves and earthquake waves emitted by the first acoustic wave test probe 511 in the first acoustic wave hole 31 are received by the first wave detector 521, the second wave detector 522 and the third wave detector 523 in the second acoustic wave hole 32, and the longitudinal wave velocity V in the rock mass can be obtained through a test system P And transverse wave velocity V S 。
Calculating deformation modulus and elastic modulus under various levels of load by using derived elastic mechanical analysis Jie Gong; the dynamic elastic modulus is calculated by using the wave velocity of the measured sound wave and the wave velocity of the earthquake wave, and the test of the invention is completed.
Between the worst and best multi-type rock mass in the field, a plurality of positions are selected, more than 10 positions are selected in the embodiment, a deformation test of multiple test points is carried out, and then the static deformation modulus E and the acoustic longitudinal wave velocity of the multipoint pairing are used for respectively establishing: longitudinal wave velocity and static deformation modulus; and a relation with a high correlation coefficient between the dynamic elastic modulus and the static deformation modulus.
Claims (5)
1. The rock mass dynamic-static deformation parameter same-body same-direction synchronous test method comprises the following steps:
step one:
selecting a test site, determining a test point of a rock layer surface (7) and a position for placing a bearing plate, drilling a central hole (2) in the center of the bearing plate (41), and uniformly drilling at least 4 peripheral sound wave holes (3) in the peripheral outer side of the bearing plate (41) in the circumferential direction; the drilled central hole (2) and the peripheral sound wave holes (3) penetrate through a discontinuous surface (8) of the rock mass below the bearing plate;
step two:
an anchor head (6) for providing counter force and a counter force reinforcing bar (43) are arranged in a central hole (2) to form a counter force device, the counter force reinforcing bar (43) is sleeved with a plastic pipe, a device for providing deformation test loading pressure is arranged in the central hole (2), an acoustic wave test probe (51) is arranged at the upper part of each peripheral acoustic wave hole (3), and a detector (52) is arranged at the lower part of each peripheral acoustic wave hole (3); at least 3 detectors (52) are arranged at intervals in the vertical direction of the depth of the peripheral sound wave hole (3); installing a test jack and a test system (42); locking the upper anchor head (44);
step three:
carrying out deformation tests in a multistage single-cycle mode, and synchronously carrying out acoustic wave and seismic wave tests of each stage of load to obtain deformation modulus, acoustic wave speed and seismic wave speed under each stage of load;
step four:
and calculating deformation modulus under load of each stage by using elastic mechanical analysis Jie Gong:
W＝(2(1-μ 2 )qD)/(πE)-((1-μ 2 )qd 2 /2ED)
wherein; w-deformation (cm); e-deformation modulus (MPa); q-bearing plate pressure (MPa);
d-diameter of bearing plate (cm); d-center hole diameter (cm); pi-circumference ratio; μ -poisson ratio;
calculating dynamic elastic modulus, elastic wave equation and theoretical relation between wave velocity and medium modulus, density and poisson ratio by using the measured wave velocity of sound wave and earthquake wave:
G＝ρVs 2
wherein: e (E) d -dynamic elastic modulus; μ -poisson ratio; v (V) P -longitudinal wave velocity; v (V) S -transverse wave velocity; g-shear modulus; ρ—rock mass density.
2. The method for testing the same body, same direction and synchronization of rock mass dynamic-static deformation parameters according to claim 1, wherein the method comprises the following steps of,
selecting a plurality of positions between the worst and best multi-type rock mass in the field, carrying out deformation tests of a plurality of test points, and then respectively establishing by using the static deformation modulus E and the acoustic longitudinal wave velocity of the multipoint pairing: longitudinal wave velocity and static deformation modulus; and the dynamic elastic modulus and the static deformation modulus have a high correlation coefficient.
3. The method for testing the rock mass with the same dynamic and static deformation parameters in the same direction and synchronously according to claim 2, wherein the multiple test points are more than 10.
4. The method for testing the rock mass dynamic-static deformation parameters in the same body, in the same direction and synchronously according to claim 1, wherein the multi-stage single-cycle mode in the third step is multi-stage single-cycle pressurization, and is divided into 6 stages, wherein the pressure of each stage is increased by about 1MPa, and the stress on the bearing plate finally reaches 6MPa; in each stage of pressurization process, rock mass deformation W is measured, and meanwhile, each acoustic wave test probe (51) emits acoustic wave and earthquake wave test signals, and the wave detector (52) receives acoustic waves and earthquake waves which are installed in different peripheral acoustic wave holes (3) with the acoustic wave test probes.
5. The method for testing the same-body, same-direction and synchronous deformation parameters of the rock mass according to claim 1, wherein in the first step, after a test site is selected, a thin cement protection layer (1) is paved at a test point for determining a rock face (7), and the bearing plate (41) is paved on the thin cement protection layer (1).
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