CN105911256B - Quantify the method for testing of country rock grade - Google Patents
Quantify the method for testing of country rock grade Download PDFInfo
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- CN105911256B CN105911256B CN201610437798.5A CN201610437798A CN105911256B CN 105911256 B CN105911256 B CN 105911256B CN 201610437798 A CN201610437798 A CN 201610437798A CN 105911256 B CN105911256 B CN 105911256B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
Abstract
The present invention proposes a kind of method of testing for quantifying country rock grade, and this method comprises the following steps：According to Geotechnical Engineering needs, selected in surrounding rock in excavation evaluation region and survey area；Rebound test is carried out to obtain surveying the average rebound number in area in the survey area, and the feature rebound value of evaluation region is obtained according to the average rebound number for surveying area；Country rock grade is obtained according to the size of the feature rebound value of the evaluation region measured.This method is not only easy to operate, quick at the scene, and same position actual read number is relatively stable, is capable of the influence of the different geological tectonic conditions of concentrated expression and hydrologic condition, but also can reflect the differentiation degree of country rock during construction and excavation.Also, this method is proposed that objective specific quantizating index, the interference of subjective factor is largely excluded, the quantitative basis judged can be arbitrated to the quick check of fender graded and dispute as during ground and underground engineering construction.
Description
Technical Field
The invention relates to the technical field of geotechnical and underground engineering, in particular to a method for testing the quantified surrounding rock grade.
Background
The method has the advantages that the performance of the rock-soil body material can be rapidly determined on site, the important significance is realized on the on-site rock-soil mechanical analysis, the engineering dynamic design and the construction, and the important premise is provided for researching the geotechnical engineering stability, the support system optimization design and the construction method reasonable optimization. Of the various performance parameters, the most important is the grade of the surrounding rock which represents the quality of the surrounding rock.
In the existing stage, the surrounding rocks are classified by methods such as an RMR surrounding rock classification method, a Q surrounding rock classification method and a BQ surrounding rock classification method. However, when the methods are used, a plurality of factors need to be combined, and the methods are very complex and difficult to obtain quickly on a construction site. For example, the uniaxial compressive strength of rock, RQD (rock mass quality index), joint spacing, joint state, underground water, joint strike and other factors need to be considered. In addition, in the existing classification method, the qualitative components are too many and depend on engineering experience to a large extent. The method is suitable for carrying out macroscopic grading on geotechnical bodies in an engineering area before the construction of geotechnical and underground engineering; in the construction process, the method is difficult to adapt to the continuous change of geological conditions, and needs to quickly adjust the grading of rock mass and optimize the support parameters.
Therefore, a simple and feasible test method which is convenient to operate on site and can rapidly determine the grade of the surrounding rock in a quantitative mode is needed.
Disclosure of Invention
Aiming at the technical problems in the prior art, the invention provides a test method for quantifying the grade of surrounding rock. The test method can be operated on site, and the grade of the surrounding rock can be quickly obtained.
The invention provides a test method for quantifying the grade of surrounding rock, which comprises the following steps:
selecting a measuring area in an excavation face surrounding rock evaluation area according to the requirements of geotechnical engineering;
performing a rebound test in the test area to obtain an average rebound value of the test area, and obtaining a characteristic rebound value of the evaluation area according to the average rebound value of the test area;
and obtaining the grade of the surrounding rock of the evaluation area according to the measured characteristic rebound value of the evaluation area.
In one embodiment, a plurality of zones are selected within an evaluation area, with a first distance separating center points of the zones.
In one embodiment, when the rebound test is carried out in each measuring area, the measuring area is divided into a plurality of sub measuring areas which are uniformly distributed, and the rebound point is arranged at the central area of the sub measuring areas.
In one embodiment, a plurality of rebound tests are carried out in each sub-test area, when the deviation between the rebound values of not less than 3 times is not more than ten percent, the rebound test is stopped, and the average value of the rebound values of the last three times is recorded as the rebound value X of the sub-test area j And calculating the average rebound value of the measuring area and the characteristic rebound value of the evaluation area according to the formulas (1) and (2) respectively:
wherein X is the characteristic rebound value of the evaluation area, X i The average rebound value of the measurement area, m is the number of sub-measurement areas in one measurement area, and n is the number of measurement areas in the evaluation area.
In one embodiment, in each of the measuring areas, the sub-measuring areas are distributed in a matrix of three rows and three columns.
In one embodiment, the sub-measurement region is determined by transmitting light through a light shielding sheet with uniformly distributed holes in the measurement region.
In one embodiment, a rebound test is performed using a concrete resiliometer.
In one embodiment, when the rebound test is carried out by using the concrete rebound device, the hammering direction of the concrete rebound device is perpendicular to the tangential direction of the surface of the surrounding rock.
In one embodiment, the effective diameter of the measuring region is 0.3-0.7 meters.
In one embodiment, after the surrounding rock grade is obtained according to the characteristic rebound value of the evaluation area, the strength parameter of the surrounding rock of the evaluation area is calculated.
Compared with the prior art, the method has the advantages that the grade of the surrounding rock can be determined more quickly and accurately on site through the rebound test, and the site operation is simple. Meanwhile, due to the fact that the resilience test structure can comprehensively reflect discontinuity and nonuniformity of internal structures such as cracks and joints in surrounding rocks and influence of blasting and underground water, test data are representative and targeted, and optimization of later-stage construction support parameters is facilitated.
Drawings
Preferred embodiments of the present invention will be described in detail below with reference to the attached drawing figures, wherein:
FIG. 1 shows a flow diagram of a testing method according to an embodiment of the invention;
FIG. 2 shows a profile of a field over a cross-section of a tunnel according to an embodiment of the invention;
FIG. 3 shows a plot of the field distribution over a longitudinal section of a tunnel according to an embodiment of the invention;
FIG. 4 shows a layout of rebound points in a survey area according to an embodiment of the present invention;
FIG. 5 shows a schematic drawing of a hammering direction of a concrete resiliometer when performing a rebound test;
FIG. 6 shows a line of fit equations for modulus of elasticity and rebound values according to one embodiment of the present invention;
the figures are not drawn to scale.
Detailed Description
The invention will be further explained with reference to the drawings.
Fig. 1 shows a flow chart of a test method for quantifying the grade of a surrounding rock. As shown in fig. 1, the test method comprises the following steps: s01, selecting a measuring area in the evaluation area according to engineering requirements; s02, carrying out a rebound test in the test area to obtain an average rebound value of the test area, and obtaining a characteristic rebound value of the evaluation area according to the rebound value of the test area; and S03, judging the grade of the surrounding rock according to the measured characteristic rebound value of the evaluation area.
From this, just can obtain the regional country rock grade of evaluation through springback test in this application, on-the-spot convenient operation. In addition, the discontinuity and the nonuniformity of internal structures such as cracks, joints and the like in rock soil can be fully reflected by the resilience test, so that the comprehensive degree of the influence factor reflection of the test data is high. And the factors such as geological hydrology of rock and soil are reflected in the rebound value of the rebound test, so that the influence factors such as geology, hydrology and the like do not need to be additionally considered.
For example, taking the surrounding rock of the tunnel 10 of a certain underground construction as an example, as shown in fig. 1 and 2, first, the vicinity of the corset is selected as an evaluation area 1 according to the construction requirements, and the evaluation areas 1 are distributed along the longitudinal axis direction of the tunnel 10.
Next, a plurality of regions 2 are divided within the evaluation area 1, and the regions 2 are indicated by black dots in fig. 1 and 2, for example. In order to ensure the stability and the representativeness of the data obtained, preferably a plurality of measuring areas 2 can be selected within the evaluation area 1. The plurality of measurement areas 2 are evenly distributed in the evaluation area, and the center points of the measurement areas 2 are spaced by a first distance. The first distance may be 0.3-0.7 meters, for example, the first distance may be 0.5 meters.
Before the rebound test is performed in each test area 2, the test area 2 is divided into a plurality of sub-test areas 3, as shown in fig. 4. In order to further ensure the stability and the representativeness of the data obtained and to facilitate the handling, the sub-fields 3 are distributed approximately uniformly over the area of the field 2 and the rebound points 4 are arranged as far as possible in the central region of the sub-fields 3.
Note that, in the present application, the rebounding point 4 is not limited to be provided at the central area of the sub-area 3. For example, if there is just a joint or fissure at the central region of the sub-survey area 3, the rebound point 4 may be moved to other regions near the center of the bias ion survey area 3 in order to avoid the joint or fissure.
In one embodiment, in a sub-survey areaIn the rebound test of 3, a plurality of hammering operations are required at a rebound point 4. Stopping the rebound test when the deviation between the rebound values of not less than 3 times of hammering continuously at the same rebound point 4 is not more than ten percent, and recording the average value of the rebound values of the last three times as the rebound value X of the rebound point j . For example, in the construction, when the deviation between the rebound values of three consecutive hammering times is less than or equal to ten percent, the average value of the rebound values of the last three times can be set as the rebound value X of the rebound point j . Obtaining the rebound value X of each rebound point in the measuring area 2 j Then, the average rebound value of the measurement area 2 is obtained by averaging the values. I.e. by formulaTo calculate the average springback value X of the area 2 i In the formula, m is the number of the sub-measurement regions 3 in the measurement region 2.
Average springback value X of each measurement area 2 in the known evaluation area 1 i Thereafter, the characteristic springback value X of the evaluation area 1, i.e. the value X of the characteristic springback, can be calculated by means of a formulaWherein, X is the characteristic rebound value of the evaluation area 1, and n is the number of the measuring areas 2 in the evaluation area 1.
According to an embodiment of the present invention, in each measuring area 2, the sub-measuring areas 3 are arranged in a matrix of three rows and three columns. Through the arrangement, more representative values can be obtained, and meanwhile, the phenomenon that the operation and measurement times are too high to reduce the operation efficiency is avoided. In order to improve the operation efficiency of measuring the rebound value, the sub-measurement region 3 may be determined by a method of transmitting light through a light shielding sheet having uniformly distributed holes. That is, a 3 × 3 grid can be defined in the measuring area to form a sub-measuring area 3 by placing a shading sheet with 3 × 3 holes in front of a light source (such as a flashlight) and marking the spot where the light is irradiated as a measuring point.
In order to ensure the effect of the rebound test, the effective diameter of the measuring region 2 is between 0.3 and 0.7 meter, for example, the effective diameter of the measuring region 2 is about 0.5 meter. If the measuring area 2 is a square, the effective diameter of the measuring area 2 is the side length, namely the side length of the square is about 0.5 meter. Of course, the measuring area 2 may also have other shapes, for example one or more of a circular, polygonal or quincunx shape. Moreover, on the premise that the center points of the measurement areas 2 are spaced by the first distance, the measurement areas 2 should not have overlapping portions.
The rebound test can be carried out by adopting a concrete rebound instrument. The concrete rebound apparatus has low price and simple operation, and an operator can operate the apparatus without special complicated training, thereby reducing the operation cost. Meanwhile, the rebound value of the measured area can be directly obtained by adopting a concrete rebound instrument, and the geological and hydrological equivalence of the measured area is reflected in the obtained rebound value, so that the representativeness of the obtained data value is ensured.
Preferably, as shown in fig. 5, when the rebound test is performed by using the concrete rebound apparatus, the hammering direction of the concrete rebound apparatus is perpendicular to the tangential direction of the surface of the surrounding rock (the portion where the hatching is drawn), thereby further ensuring the accuracy of the obtained data.
In the initial construction stage of underground engineering, the typical and representative surrounding rocks of various grades, which are commonly identified by all building parties such as design, supervision, construction and the like, can be selected as the evaluation area 1, and the resilience test is respectively carried out according to the method provided by the invention, so that the range of the characteristic resilience value of the surrounding rock evaluation area of the corresponding grade is obtained. A large number of characteristic rebound values obtained through statistics and analysis are related to the surrounding rock grade, and then the table 1 can be obtained through induction and sorting.
In the construction process, the grade of the newly excavated surrounding rock can be quickly obtained by a rebound test method according to the range given in the table 1.
For example, if the characteristic rebound value of a certain evaluation area 1 is 63, the surrounding rock grade of the evaluation area 1 is II grade according to the table 1.
TABLE 1
| Grade of surrounding rock | Range of characteristic rebound value |
| I | >70 |
| II | 60～70 |
| III1 | 50～60 |
| III2 | 40～50 |
| IV | 20～40 |
| V | <20 |
Table 2 shows the corresponding relationship between the strength parameters of different surrounding rock grades obtained in the early stage, and then the relationship between the characteristic rebound value (median) and the rock mass strength parameter can be obtained through table 1. Since the characteristic rebound value is not a constant value but a variation range, the strength parameter can be determined more accurately according to the specific rebound value of a certain grade of surrounding rock, rather than a macroscopic average value as given in table 2. The method has obvious significance for determining material parameters in numerical analysis of underground engineering.
For example, when the grade of the surrounding rock is II, the elastic modulus of the surrounding rock is 20.5GPa as shown in Table 2. In order to obtain more accurate elastic modulus of the surrounding rock, fitting can be performed according to the resilience values in table 2 and the elastic modulus of the surrounding rock to obtain a fitting equation, as shown in fig. 6As shown. Through the parameter corresponding relation in table 2, the fitted relation between the characteristic rebound value and the elastic modulus of the surrounding rock is as follows: y =0.339e 0.793x . And then, substituting the obtained characteristic resilience value of the specific evaluation area into the fitting equation to obtain a more accurate elastic modulus value, for example, substituting the resilience value of 63GPa into the fitting equation to obtain the elastic modulus of the evaluation area 1 of the surrounding rock of 16.87GPa. The calculation of the value is adopted to obtain a conclusion that the calculation is more safe, and the calculation of the value is more optimistic and therefore dangerous by adopting the original 20.5GPa.
The test method provided by the invention can be used for solving the defects that the operation of the existing field test method is time-consuming, the mechanical parameters of the rock mass are difficult to extract and the like due to the uneven characteristics of the surrounding rock, the operation complexity of the existing field test method, and the rock mass quality judgment, and the like, and provides a rebound test technology and a method for rapidly quantifying the surrounding rock grading and strength parameters, wherein the rebound test technology and the method not only can be conveniently and rapidly operated on the field, but also can reflect the influence of different geological structure conditions and hydrological conditions, and can reflect the evolution degree of the surrounding rock in the construction and excavation process, and the actual reading of the same part is relatively stable. Moreover, the method can be used for checking the traditional evaluation conclusion, eliminates the interference of subjective factors to a great extent, and can be used as a rapid checking and arbitration measure of the traditional evaluation method. Therefore, the test method enables the optimal design and construction method of the support system in later construction to be more reasonable.
TABLE 2
It should be noted that although the tunnel is taken as an example in the present application, the test method for quantifying the grade of the surrounding rock in the present application may be applied not only to the tunnel, but also to other geotechnical engineering such as other rock caverns, side slopes, foundation pits, and the like.
The above description is only a preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily make modifications or changes within the technical scope of the present invention, and such modifications or changes should be covered within the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (9)
1. A test method for quantifying the grade of surrounding rocks is characterized by comprising the following steps:
selecting a measuring area in an excavation face surrounding rock evaluation area according to the requirements of geotechnical engineering;
carry out the rebound test in the survey district in order to obtain the average rebound value in survey district to obtain the characteristic rebound value in evaluation area according to the average rebound value in survey district, wherein, when carrying out the rebound test in each survey district, will the survey district is divided into the subtest district that a plurality of equipartitions set up, carries out the rebound test many times in each subtest district, when the deviation between the rebound value that is not less than 3 times in succession is not more than ten percent, stops the rebound test, records the average value of the rebound value of last three times and is the rebound value X in subtest district j And calculating the average rebound value of the measuring area and the characteristic rebound value of the evaluation area according to the formulas (1) and (2) respectively:
wherein X is the characteristic rebound value of the evaluation area, X i The average rebound value of the measurement area i, m is the number of sub-measurement areas in one measurement area, and n is the number of the measurement areas in the evaluation area;
and obtaining the surrounding rock grade of the evaluation area according to the measured characteristic rebound value of the evaluation area.
2. The test method of claim 1, wherein a plurality of zones are selected in a continuous distribution within the evaluation area, the center points of each of the zones being spaced apart by a first distance.
3. A test method according to claim 1 or 2, characterized in that a spring-back point is provided at a central area of the sub-test area.
4. The method of claim 3, wherein in each of said test areas, said sub-test areas are arranged in a matrix of three rows and three columns.
5. The test method according to claim 4, wherein the sub-test area is determined by light transmission through a light shielding sheet having holes in the test area.
6. A test method according to claim 1 or 2, characterized in that the rebound test is carried out using a concrete rebound tester.
7. The test method according to claim 6, wherein the hammering direction of the concrete resiliometer is perpendicular to the tangential direction of the surface of the surrounding rock when the concrete resiliometer is used for performing the rebound test.
8. A test method as claimed in claim 1 or 2, characterised in that the effective diameter of the test area is 0.3-0.7 metres.
9. The test method according to claim 1 or 2, characterized in that after the grade of the surrounding rock is obtained from the rebound value of the evaluation area, the strength parameter of the surrounding rock of the evaluation area is determined.
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| CN110130900A (en) * | 2019-02-21 | 2019-08-16 | 湖北公路智能养护科技股份有限公司 | A kind of anisotropy country rock non-blasting digging method |
| CN112798452B (en) * | 2020-12-31 | 2023-11-10 | 北京市水利规划设计研究院 | Method for determining surrounding rock grade |
| CN113588914B (en) * | 2021-06-22 | 2023-05-19 | 清华大学 | Tunnel cave wall rock mass detection device and rock mass disturbance state test method |
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