CN112485112A - Method for measuring and calculating deformation parameters of undisturbed sample of weak and cracked rock mass - Google Patents
Method for measuring and calculating deformation parameters of undisturbed sample of weak and cracked rock mass Download PDFInfo
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- CN112485112A CN112485112A CN202011277339.8A CN202011277339A CN112485112A CN 112485112 A CN112485112 A CN 112485112A CN 202011277339 A CN202011277339 A CN 202011277339A CN 112485112 A CN112485112 A CN 112485112A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B7/00—Measuring arrangements characterised by the use of electric or magnetic techniques
- G01B7/16—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge
- G01B7/18—Measuring arrangements characterised by the use of electric or magnetic techniques for measuring the deformation in a solid, e.g. by resistance strain gauge using change in resistance
Abstract
The invention discloses a method for measuring and calculating deformation parameters of an undisturbed sample of a weak and fractured rock mass, which comprises the following steps of: s1, sampling the original state of the site; s2, pasting a strain gage on the steel cylinder; s3, placing the undisturbed sample into the inner steel cylinder, and filling gaps between the inner steel cylinder and the outer steel cylinder with epoxy resin mortar; s4, performing an undisturbed sample passive triaxial compression test, and acquiring axial pressure and deformation data and strain values of each strain gauge at corresponding moments; s5, preliminary processing of test data; and S6, calculating to obtain the deformation parameters of the undisturbed fractured rock according to the test data. According to the invention, deformation characteristic data of the soft crushed rock body is obtained by utilizing an indoor passive triaxial test of the undisturbed soft crushed rock body, and the deformation parameter of the soft crushed rock body is obtained through a passive triaxial compression deformation calculation theory, so that an accurate deformation parameter is provided for the surrounding rock support design of underground engineering such as hydraulic tunnels and the like, and the purposes of safety, reliability and economy of surrounding rock support measures are realized.
Description
Technical Field
The invention relates to a method for measuring and calculating deformation parameters of an undisturbed sample of a weak and fractured rock mass.
Background
The soft crushed rock mass is greatly encountered in engineering, and the determination and the reasonability of deformation parameter values of the engineering rock mass are of great importance to the technical reliability and the economical efficiency of the cavity lining design for tunnel and underground engineering construction. However, due to the difficulty in sampling the soft crushed rock, it is difficult to realize a real soft crushed rock deformation characteristic test and obtain accurate deformation parameters. At present, the method for acquiring deformation parameters of weak and cracked rock masses and corresponding test methods in engineering comprise the following steps: (1) sampling rock masses forming a rock mass, preparing a standard sample, and performing an indoor conventional compression test or a point load test to obtain deformation parameters of the rock masses; meanwhile, the physical mechanical properties of the main structural surface are tested indoors, and the physical mechanical indexes of the structural surface are obtained; and finally, comprehensively determining deformation parameters of the weak rock mass or the fractured rock mass according to the structural type and experience of the actual engineering rock mass by integrating the physical and mechanical properties of the rock mass and the structural surface for design and construction guidance. (2) And (3) adopting a field load sample, preparing the sample on the field, processing a corresponding reaction device to carry out a field compression test, and obtaining reasonable deformation parameters based on the analysis of a test load-deformation curve. (3) For determining the deformation parameters of the collapse slope gravel, disturbance gravel is usually obtained on site, a triaxial gravel test is carried out by indoor sample preparation, and the deformation parameters and the strength parameters are determined for designing and guiding construction, namely a gravel (soil) disturbance sample sampling method.
However, these above methods all have different drawbacks:
(1) the method for the comprehensive rock mass and structural surface test is characterized in that an original natural rock mass structure is manually split into a simple combination of a complete rock mass and a structural surface, the influence of the complex structure on the macroscopic deformation characteristic of a rock mass cannot be fully considered, and a large number of short and small cracks developing in the rock mass cannot be considered, so that the difference between the deformation parameter calculation result and the actual deformation characteristic of the rock mass is large;
(2) the field load test can only be carried out in the engineering investigation stage, the workload and the cost of the field test are huge, the time consumption is long, according to the current specification, only a few field load tests can be carried out on part of important engineering, and the obtained test result has poor representativeness;
(3) the triaxial compression test is carried out after the disturbed crushed stone is collected on site and processed in an indoor sample preparation mode, the triaxial compression test has the advantages that the operation is relatively simple, multiple groups of tests can be repeatedly carried out, but due to strong disturbance of sampling and sample preparation, the difference between the test result and the actual mechanical property of a rock mass is large, and the guiding significance to actual engineering is poor.
Therefore, it is necessary to provide an indoor test method for deformation characteristics of an undisturbed sample and a corresponding deformation parameter calculation method for a soft and structurally cracked rock mass which is common in engineering, so as to solve the problem that accurate deformation parameters of the soft cracked rock mass cannot be obtained in the engineering.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a method for calculating the deformation parameters of soft and fragmented rock mass undisturbed samples, which utilizes an indoor passive triaxial test of undisturbed soft and fragmented rock mass to obtain the deformation characteristic data of the soft and fragmented rock mass, obtains the deformation parameters of the soft and fragmented rock mass through a passive triaxial compression deformation calculation theory, provides accurate deformation parameters for the surrounding rock support design of underground engineering such as hydraulic tunnels and the like, and realizes the safe, reliable and economical purposes of surrounding rock support measures.
The purpose of the invention is realized by the following technical scheme: the method for measuring and calculating the deformation parameters of the undisturbed sample of the weak and fractured rock mass comprises the following steps:
s1, field undisturbed sampling: selecting a seamless steel pipe with the inner diameter of 150mm, the outer diameter of 159mm, the wall thickness of 4.5mm and the height of 320mm as an inner steel cylinder; cutting edge feet at one end of the inner steel cylinder are 0.5 mm-1.0 mm, the included angle between the cutting edge foot surface and a steel pipe bus is 45-60 degrees, the other end of the inner steel cylinder is cut flatly, the sampling operation of the original state is carried out, and the inner steel cylinder is sealed, water-retaining and shock-absorbing and transported back to a laboratory;
s2, adhering a strain gage to the steel cylinder: selecting a seamless steel pipe with the inner diameter of 187mm, the outer diameter of 219mm, the wall thickness of 16mm and the height of 320mm as an outer steel cylinder; obliquely grinding and polishing the middle positions of the outer surfaces of the outer steel cylinder and the inner steel cylinder according to the test specification of 45 degrees, and then symmetrically sticking 4 groups of L-shaped right-angle strain patterns; each group of L-shaped right-angle strain rosettes respectively comprises two strain gauges in the vertical direction and the annular direction, and AB glue is coated on each strain gauge for covering;
s3, placing the undisturbed sample into the inner steel cylinder, and filling gaps between the inner steel cylinder and the outer steel cylinder with epoxy resin mortar;
s4, carrying out passive triaxial compression test on the undisturbed sample: the press machine pedestal is sequentially placed from bottom to top: firstly, a cylindrical steel force transmission shaft with the diameter of 149mm and the height of 100 mm; step S3, obtaining an undisturbed fractured rock sample; ③ a cylinder steel force transmission shaft with diameter of 149mm and height of 100 mm; leading out the wires of the inner and outer steel cylinder strain gauges, and respectively connecting the wires with a strain collection box; adjusting a pressure head of the press to enable the pressure head to be tightly pressed with a force transmission shaft above the undisturbed fractured rock sample; an axial loading mode is adopted, the loading rate is 0.5MPa/s, axial pressure and deformation data and strain values of each strain gauge at corresponding moments are automatically acquired through a computer in the loading process until an axial load-deformation curve reaches a peak value, and loading and data acquisition are stopped;
s5, performing preliminary processing on test data, calculating axial stress and axial strain, and respectively calculating the average values of strain data acquired by the outer steel cylinder and the inner steel cylinder in the vertical direction and the annular strain gauge; the method comprises the following substeps:
s51, converting the collected axial load and deformation data into axial stress sigma and axial strain epsilon according to the diameter and the height of the samplea：
Wherein F is axial pressure; a is2The radius of the inner steel cylinder is the radius of the undisturbed fractured rock sample; delta l is the compression deformation of the rock sample in the loading process; l1Is the half height of the rock sample;
s52, respectively recording strain data acquired by the strain gauge in the vertical direction of the steel cylinder at the same time as epsilon1-1、ε1-2、ε1-3And ε1-4And the average value thereof is represented as ε⊥1(ii) a Strain data collected at the same time by the outer steel cylinder ring direction strain gauges are respectively epsilon1-5、ε1-6、ε1-7And ε1-8The mean value is marked as εθ1(ii) a Strain data collected by the strain gage in the vertical direction of the inner steel cylinder at the same time are respectively epsilon2-1、ε2-2、ε2-3And ε2-4The mean value is marked as ε⊥2(ii) a Strain data collected at the same time by the inner steel cylinder ring direction strain gauges are respectively epsilon2-5、ε2-6、ε2-7And ε2-8With a mean value of epsilonθ2；
S6, calculating to obtain deformation parameters of the undisturbed fractured rock according to the test data; the method comprises the following substeps:
s61, respectively calculating the stress q of the inner wall of the outer steel cylinder1And stress q of outer wall of inner steel cylinder2
Wherein the content of the first and second substances,
a1、b1respectively the inner radius and the outer radius of the outer steel cylinder, b2Is the outer radius of the inner steel cylinder, E1Is the elastic modulus of the outer steel cylinder, mu1The Poisson ratio of the outer steel cylinder is;
s62, calculating the stress q of the inner wall of the inner steel cylinder3
Wherein the content of the first and second substances,
E2is the modulus of elasticity, mu, of the inner steel cylinder2The Poisson ratio of the inner steel cylinder is;
s63, calculating the Poisson ratio mu of the fractured rock sampler
Wherein:
s64, calculating the compression modulus E of the fractured rock samples
And x is a coordinate vertically upward with the center of the bottom of the sample as an origin.
Further, in step S3, the epoxy resin mortar is prepared from epoxy resin: curing agent: 3, cement: 1: 16 by mixing and stirring.
The invention has the beneficial effects that: aiming at the problems of deformation characteristic tests and deformation parameter acquisition of soft crushed rock bodies, the invention obtains deformation characteristic data of the soft crushed rock bodies by utilizing an indoor passive triaxial test of the undisturbed soft crushed rock bodies, obtains the deformation parameters of the soft crushed rock bodies through a passive triaxial compression deformation calculation theory, provides accurate deformation parameters for the surrounding rock support design of underground engineering such as traffic tunnels, hydraulic tunnels and the like, and realizes the purposes of safety, reliability and economy of surrounding rock support measures.
Drawings
FIG. 1 is a diagram of an internal cylinder model;
FIG. 2 is a view of an outer cylinder model;
FIG. 3 is a model diagram of the method for calculating the deformation parameters of the undisturbed sample of the weak and fractured rock mass according to the invention;
FIG. 4 is a model diagram of the calculation of Poisson's ratio of undisturbed rock of the present invention.
Detailed Description
The invention designs a passive triaxial compression test and a deformation parameter calculation method thereof, aiming at the problems that the deformation parameters of an undisturbed sample cannot be obtained by testing a soft rock mass and a fractured rock mass (hereinafter, collectively referred to as soft fractured rock mass) at present, and the deformation parameters of the soft fractured rock mass are determined according to a disturbance sample test or experience and are used for design, so that larger technical errors are caused, and more cost and time are spent. According to the invention, the rock deformation characteristics are obtained through the undisturbed fractured rock mass sample passive triaxial test, and the deformation modulus and Poisson ratio of the undisturbed soft fractured rock mass are calculated by utilizing an elasticity theory. The technical scheme of the invention is further explained by combining the attached drawings.
The method for measuring and calculating the deformation parameters of the undisturbed sample of the weak and fractured rock mass comprises the following steps:
s1, field undisturbed sampling: selecting a seamless steel tube with the inner diameter of 150mm, the outer diameter of 159mm, the wall thickness of 4.5mm and the height of 320mm as an inner steel cylinder, as shown in figure 1; cutting edge feet at one end of the inner steel cylinder are 0.5 mm-1.0 mm, the included angle between the cutting edge foot surface and a steel pipe bus is 45-60 degrees, the other end of the inner steel cylinder is cut flatly, the operation of field original state sampling (the inner steel cylinder is used for pumping into rock for sampling) is carried out, and water is preserved in a sealed mode, and shock absorption is carried back to a laboratory;
s2, adhering a strain gage to the steel cylinder: selecting a seamless steel pipe with the inner diameter of 187mm, the outer diameter of 219mm, the wall thickness of 16mm and the height of 320mm as an outer steel cylinder, as shown in figure 2; obliquely grinding and polishing the middle positions of the outer surfaces of the outer steel cylinder and the inner steel cylinder according to the test specification of 45 degrees, and then symmetrically sticking 4 groups of L-shaped right-angle strain patterns; each group of L-shaped right-angle strain rosettes respectively comprises two strain gages in the vertical direction and the circumferential direction, and the total number of the inner steel cylinder and the outer steel cylinder is 8 groups of right-angle strain rosettes (16 strain gages); and AB glue is coated on each strain gauge to cover the strain gauges, so that the strain gauges are prevented from being damaged in advance in the test process, and the strain gauges are protected.
S3, placing the undisturbed sample into the inner steel cylinder, and filling the gap between the inner steel cylinder and the outer steel cylinder (the gap width is 14mm) fully by adopting epoxy resin mortar, as shown in figure 3; the epoxy resin mortar is prepared from epoxy resin: curing agent: 3, cement: 1: 16 by mixing and stirring. Standing for 5 days, and curing the epoxy resin mortar to reach the designed strength.
S4, carrying out passive triaxial compression test on the undisturbed sample: the press machine pedestal is sequentially placed from bottom to top: firstly, a cylindrical steel force transmission shaft with the diameter of 149mm and the height of 100 mm; step S3, obtaining an undisturbed fractured rock sample; ③ a cylinder steel force transmission shaft with diameter of 149mm and height of 100 mm; leading out the wires of the inner and outer steel cylinder strain gauges, and respectively connecting the wires with a strain collection box; adjusting a pressure head of the press to enable the pressure head to be tightly pressed with a force transmission shaft above the undisturbed fractured rock sample; an axial loading mode is adopted, the loading rate is 0.5MPa/s, axial pressure and deformation data and strain values of each strain gauge at corresponding moments are automatically collected through a computer in the loading process until an axial load-deformation curve reaches a peak value, loading is stopped, data collection is finished, and data measurement is finished;
s5, performing preliminary processing on test data, calculating axial stress and axial strain, and respectively calculating the average values of strain data acquired by the outer steel cylinder and the inner steel cylinder in the vertical direction and the annular strain gauge;
the method comprises the following substeps:
s51, converting the collected axial load and deformation data into axial stress sigma and axial strain epsilon according to the diameter and the height of the samplea：
Wherein F is an axial pressure (kN); a is2The radius of the inner steel cylinder is the radius of the undisturbed fractured rock sample; delta l is the compression deformation of the rock sample in the loading process; l1Is the half height of the rock sample;
s52, respectively recording strain data acquired by the strain gauge in the vertical direction of the steel cylinder at the same time as epsilon1-1、ε1-2、ε1-3And ε1-4And the average value thereof is represented as ε⊥1(ii) a Strain data collected at the same time by the outer steel cylinder ring direction strain gauges are respectively epsilon1-5、ε1-6、ε1-7And ε1-8The mean value is marked as εθ1(ii) a Strain data collected by the strain gage in the vertical direction of the inner steel cylinder at the same time are respectively epsilon2-1、ε2-2、ε2-3And ε2-4The mean value is marked as ε⊥2(ii) a Strain data collected at the same time by the inner steel cylinder ring direction strain gauges are respectively epsilon2-5、ε2-6、ε2-7And ε2-8With a mean value of epsilonθ2；
S6, calculating to obtain deformation parameters of the undisturbed fractured rock according to the test data; the method comprises the following substeps:
s61, respectively calculating the stress q of the inner wall of the outer steel cylinder1And stress q of outer wall of inner steel cylinder2
Wherein the content of the first and second substances,
a1、b1respectively the inner radius and the outer radius of the outer steel cylinder, b2Is the outer radius of the inner steel cylinder, E1Is the elastic modulus of the outer steel cylinder, mu1The Poisson ratio of the outer steel cylinder is;
s62, calculating the stress q of the inner wall of the inner steel cylinder3
Wherein the content of the first and second substances,
E2is the modulus of elasticity, mu, of the inner steel cylinder2The Poisson ratio of the inner steel cylinder is;
q3the lateral pressure of the rock sample in the axial loading process and the real-time surrounding rock in the loading process of the undisturbed fractured rock sample are equal in numerical value.
S63, calculating the Poisson ratio mu of the fractured rock sampler
Wherein:
s64, calculating the compression modulus E of the fractured rock samples
x is a vertical upward coordinate taking the center of the bottom of the sample as an origin; 2l1Original length (mm) of a fractured rock sample; and delta l is the compression deformation (mm) of the sample under the action of the axial load.
Test example: utilize soft clastic rock sampling device of original state to gain soft clastic rock sample of original state in some hydropower station engineering underground cavern in western Sichuan to make passive triaxial compression test sample indoor, concrete parameter includes: outer steel cylinder a1＝93.5mm，b1109.5 mm; inner steel cylinder a2＝78mm，b280 mm; height of sample 2l1361 mm; the inner steel cylinder and the outer steel cylinder are made of the same steel material E1＝E2＝200GPa，μ1＝μ20.33. Completing passive triaxial compression test indoors and calculating different passive confining pressure values q3The modulus of deformation and poisson's ratio of the lower fractured rock.
(1) According to the steps for realizing the purpose, a passive triaxial compression test of an undisturbed fractured rock sample is completed, or the axial load F, the axial deformation delta l and strain data acquired by the radial and axial strain gauges of the inner steel cylinder and the outer steel cylinder are completed;
(2) calculating axial stress sigma of each stage and corresponding axial strain epsilon according to the formula (1) and the formula (2)a；
(3) Calculating the annular strain epsilon of the outer steel cylinder according to the formulas (3) to (6)θ1Inner cylinder ring strain epsilonθ2Inner cylinder ring strain epsilon⊥2；
The obtained calculation result is shown in a table I, wherein the axial stress sigma in the table takes the compressive stress as a positive value, and the tensile stress as a negative value; the strain is a positive value of tensile strain and a negative value of compressive strain.
| Number of loading stages | σ/MPa | εa/10-3 | εθ2/με | εθ1/με | ε⊥2/ |
| Level | |||||
| 1 | 4.68 | 11.36 | 52.25 | 17.40 | -13.5 |
| Stage 2 | 23.41 | 3.43 | 254.00 | 14.90 | -1248 |
| Grade 3 | 28.08 | 2.42 | 191.75 | 49.90 | -159 |
| 4 stage | 32.76 | 5.13 | 293.50 | 38.60 | -264 |
| Grade 5 | 37.44 | 3.58 | 776.25 | 72.40 | -648 |
(4) Sequentially substituting the sizes of the inner steel cylinder and the outer steel cylinder, the material parameters and the calculated stress and strain values into formulas (7) to (12), and calculating to obtain corresponding annular passive confining pressures q under different axial loading pressures3And its corresponding modulus of elasticity EsAnd poisson's ratio μ. The calculation results obtained are shown in table two.
Watch two
| Number of loading stages | σ/MPa | q3/MPa | μ | Es/ |
| Level | ||||
| 1 | 4.68 | 1.16 | 0.19 | 448.88 |
| Stage 2 | 23.41 | 2.21 | 0.14 | 4023.31 |
| Grade 3 | 28.08 | 3.58 | 0.11 | 12314.93 |
| 4 stage | 32.76 | 3.62 | 0.10 | 6625.02 |
| Grade 5 | 37.44 | 8.10 | 0.19 | 9892.11 |
It will be appreciated by those of ordinary skill in the art that the embodiments described herein are intended to assist the reader in understanding the principles of the invention and are to be construed as being without limitation to such specifically recited embodiments and examples. Those skilled in the art can make various other specific changes and combinations based on the teachings of the present invention without departing from the spirit of the invention, and these changes and combinations are within the scope of the invention.
Claims (2)
1. The method for measuring and calculating the deformation parameters of the undisturbed sample of the weak and fractured rock mass is characterized by comprising the following steps of:
s1, field undisturbed sampling: selecting a seamless steel pipe with the inner diameter of 150mm, the outer diameter of 159mm, the wall thickness of 4.5mm and the height of 320mm as an inner steel cylinder; cutting edge feet at one end of the inner steel cylinder are 0.5 mm-1.0 mm, the included angle between the cutting edge foot surface and a steel pipe bus is 45-60 degrees, the other end of the inner steel cylinder is cut flatly, the sampling operation of the original state is carried out, and the inner steel cylinder is sealed, water-retaining and shock-absorbing and transported back to a laboratory;
s2, adhering a strain gage to the steel cylinder: selecting a seamless steel pipe with the inner diameter of 187mm, the outer diameter of 219mm, the wall thickness of 16mm and the height of 320mm as an outer steel cylinder; obliquely grinding and polishing the middle positions of the outer surfaces of the outer steel cylinder and the inner steel cylinder according to the test specification of 45 degrees, and then symmetrically sticking 4 groups of L-shaped right-angle strain patterns; each group of L-shaped right-angle strain rosettes respectively comprises two strain gauges in the vertical direction and the annular direction, and AB glue is coated on each strain gauge for covering;
s3, placing the undisturbed sample into the inner steel cylinder, and filling gaps between the inner steel cylinder and the outer steel cylinder with epoxy resin mortar;
s4, carrying out passive triaxial compression test on the undisturbed sample: the press machine pedestal is sequentially placed from bottom to top: firstly, a cylindrical steel force transmission shaft with the diameter of 149mm and the height of 100 mm; step S3, obtaining an undisturbed fractured rock sample; ③ a cylinder steel force transmission shaft with diameter of 149mm and height of 100 mm; leading out the wires of the inner and outer steel cylinder strain gauges, and respectively connecting the wires with a strain collection box; adjusting a pressure head of the press to enable the pressure head to be tightly pressed with a force transmission shaft above the undisturbed fractured rock sample; an axial loading mode is adopted, the loading rate is 0.5MPa/s, axial pressure and deformation data and strain values of each strain gauge at corresponding moments are automatically acquired through a computer in the loading process until an axial load-deformation curve reaches a peak value, and loading and data acquisition are stopped;
s5, performing preliminary processing on test data, calculating axial stress and axial strain, and respectively calculating the average values of strain data acquired by the outer steel cylinder and the inner steel cylinder in the vertical direction and the annular strain gauge; the method comprises the following substeps:
s51, converting the collected axial load and deformation data into axial stress sigma and axial strain epsilon according to the diameter and the height of the samplea：
Wherein F is axial pressure; a is2The radius of the inner steel cylinder is the radius of the undisturbed fractured rock sample; delta l is the compression deformation of the rock sample in the loading process; l1Is the half height of the rock sample;
s52, respectively recording strain data acquired by the strain gauge in the vertical direction of the steel cylinder at the same time as epsilon1-1、ε1-2、ε1-3And ε1-4And the average value thereof is represented as ε⊥1(ii) a Outer steel cylinder hoop stressStrain data collected at the same time of the transformer are respectively epsilon1-5、ε1-6、ε1-7And ε1-8The mean value is marked as εθ1(ii) a Strain data collected by the strain gage in the vertical direction of the inner steel cylinder at the same time are respectively epsilon2-1、ε2-2、ε2-3And ε2-4The mean value is marked as ε⊥2(ii) a Strain data collected at the same time by the inner steel cylinder ring direction strain gauges are respectively epsilon2-5、ε2-6、ε2-7And ε2-8With a mean value of epsilonθ2；
S6, calculating to obtain deformation parameters of the undisturbed fractured rock according to the test data; the method comprises the following substeps:
s61, respectively calculating the stress q of the inner wall of the outer steel cylinder1And stress q of outer wall of inner steel cylinder2
Wherein the content of the first and second substances,
a1、b1respectively the inner radius and the outer radius of the outer steel cylinder, b2Is the outer radius of the inner steel cylinder, E1Is the elastic modulus of the outer steel cylinder, mu1The Poisson ratio of the outer steel cylinder is;
s62, calculating the stress q of the inner wall of the inner steel cylinder3
Wherein the content of the first and second substances,
E2is the modulus of elasticity, mu, of the inner steel cylinder2The Poisson ratio of the inner steel cylinder is;
s63, calculating the Poisson ratio mu of the fractured rock sampler
Wherein:
s64, calculating the compression modulus E of the fractured rock samples
And x is a coordinate vertically upward with the center of the bottom of the sample as an origin.
2. The method for measuring and calculating the undisturbed sample deformation parameters of the weak and fractured rock mass according to claim 1, wherein in the step S3, the epoxy resin mortar is prepared by mixing the following components in parts by weight: curing agent: 3, cement: 1: 16 by mixing and stirring.
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| CN113252441A (en) * | 2021-05-26 | 2021-08-13 | 中国电建集团成都勘测设计研究院有限公司 | Triaxial compression test method for undisturbed sample of soft rock mass |
| CN114414392A (en) * | 2022-01-27 | 2022-04-29 | 山东科技大学 | Constant lateral stiffness conventional triaxial test device and test method thereof |
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