CN110555281A - evaluation method for integrity of deep rock mass - Google Patents
evaluation method for integrity of deep rock mass Download PDFInfo
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- CN110555281A CN110555281A CN201910856342.6A CN201910856342A CN110555281A CN 110555281 A CN110555281 A CN 110555281A CN 201910856342 A CN201910856342 A CN 201910856342A CN 110555281 A CN110555281 A CN 110555281A
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Abstract
The invention relates to an evaluation method of the integrity of a deep rock mass, which comprises the steps of carrying out drilling and camera shooting test on the rock mass, obtaining the distribution of rock mass sections without macroscopic cracks in a rock mass section to be evaluated in 5 continuous length sections respectively, and calculating the evaluation rock mass integrity coefficient of the rock mass section to be evaluated according to a formula , wherein RMIBT is the evaluation rock mass integrity coefficient, L is the length of the rock mass section to be evaluated, L i is the sum of the lengths of the rock mass sections without macroscopic cracks in the rock mass section to be evaluated in the ith length section, i is 1-5, and a i is the weight coefficient of the ith length section.
Description
Technical Field
The invention relates to the technical field of rock mass quality detection, in particular to an evaluation method for deep rock mass integrity.
Background
Rock integrity is an important indicator for evaluating rock mass quality. The quality of the rock mass depends on the intrinsic factors which form the structural characteristics of the rock mass, and the integrity of the rock mass is one of the main control factors. Therefore, how to scientifically evaluate the integrity of the engineering rock mass has important significance for rock engineering construction.
The evaluation methods of rock integrity are numerous, wherein the rock volume joint number Jv, the rock quality index RQD and the elastic wave test rock integrity coefficient Kv are most widely and typically applied, the indexes only reflect the integrity degree of the rock from a certain side face and cannot be completely applied to evaluation of the integrity of deep rock, and the following defects exist when the integrity of deep hard rock is evaluated:
The index itself cannot meet the deep demand; when the RQD is applied under the deep condition, the RQD value can not meet the evaluation requirement due to the influence of the factors such as the formation of a rock core cake, the formation of a structural plane and the like; the rock mass wave velocity is higher than the rock wave velocity easily under the deep condition of the elastic wave test method, so that the test result is invalid; the evaluation result of the structural surface statistical method can only reflect the geometric development characteristics of the rock mass wall surface structural surface and the like.
Disclosure of Invention
In view of the above, it is necessary to provide a method for evaluating the integrity of a deep rock body, which can improve the above-mentioned defects, in order to solve the problem that the conventional techniques cannot be fully applied to the evaluation of the integrity of a deep rock body.
A method for evaluating the integrity of a deep rock mass comprises the following steps:
Performing drilling and camera shooting test on the rock mass to obtain the distribution of rock mass sections without macroscopic cracks in the rock mass of the section to be evaluated in 5 continuous length intervals;
And calculating the integrity coefficient of the rock mass to be evaluated according to the following formula:
Wherein RMIBT is the integrity coefficient of the rock mass; l is the length of the rock mass of the section to be evaluated; lithe method comprises the following steps of (1) adding the length of a rock mass section without macroscopic cracks in a rock mass section to be evaluated in an ith length interval, wherein i is 1-5; a isiIs the weight coefficient of the ith length interval.
According to the evaluation method for the integrity of the deep rock mass, the rock mass is tested by utilizing the drilling and shooting test, the geological characteristics in the hole can be intuitively reflected, and the evaluation method is not influenced by factors such as caking, structural surface combination and the like, so that the evaluation method is more suitable for the integrity of the deep rock mass.
in one embodiment, the five length ranges are less than 0.25m, 0.25-0.5 m, 0.5-0.75 m, 0.75-1 m and greater than 1m respectively.
In one embodiment, when i is 5, the weight coefficient aihas a value of 1.
In one embodiment, when i is 1 ~ 4, the weighting factor aiBy applying a in the following formulaiAnd solving to obtain:
wherein, RQD is rock quality index.
In one embodiment, a1＝0.19、a2＝0.41、a3＝0.66、a4＝0.74
In one embodiment, when the integrity coefficient of the rock mass to be evaluated is 0-0.25, the rock mass structure type of the rock mass of the section to be evaluated is rock mass breakage;
When the integrity coefficient of the rock mass to be evaluated is 0.25-0.5, the rock mass structure type of the rock mass of the section to be evaluated is poor rock mass integrity;
when the integrity coefficient of the rock mass to be evaluated is 0.5-0.75, the structural type of the rock mass of the section to be evaluated is that the rock mass is relatively complete;
when the integrity coefficient of the rock mass to be evaluated is 0.75-0.9, the structural type of the rock mass of the section to be evaluated is rock integrity;
And when the integrity coefficient of the rock to be evaluated is 0.9-1, the structural type of the rock of the section to be evaluated is extremely complete.
In one embodiment, the step of performing a borehole video test on a rock mass to obtain the distribution of each rock mass section without macroscopic cracks in the rock mass section to be evaluated in five length intervals specifically comprises the following steps:
performing drilling and camera shooting test on a rock mass, and dividing the rock mass into a plurality of sections of rock masses to be evaluated along the longitudinal direction of a hole;
And respectively acquiring the distribution of the rock mass sections without macroscopic cracks in the rock mass of each section to be evaluated in five length intervals according to the drilling and shooting test result.
In one embodiment, when a macro-geological survey is conducted, the length of the hole is 60m, and the length of the section of rock mass to be evaluated is 3 m.
In one embodiment, when the loose section of rock mass is evaluated, the length of the section of rock mass to be evaluated is 20 cm.
in one embodiment, the borehole video camera employs a digital panoramic borehole video camera.
drawings
Fig. 1 is a borehole wall column and distribution diagram for performing a borehole test on a rock mass in an embodiment of the invention.
Detailed Description
to facilitate an understanding of the invention, the invention will now be described more fully with reference to the accompanying drawings. Preferred embodiments of the present invention are shown in the drawings. This invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.
It will be understood that when an element is referred to as being "secured to" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "left," "right," and the like as used herein are for illustrative purposes only.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used in the description of the invention herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
As shown in fig. 1, an embodiment of the present invention provides a method for evaluating the integrity of a deep rock mass, including the steps of:
S100: performing drilling and camera shooting test on the rock mass to obtain the distribution of each rock mass section without macroscopic cracks in the rock mass section to be evaluated in five continuous length intervals;
S200: and calculating the integrity coefficient of the rock mass to be evaluated according to the following formula:
Wherein RMIBT is the integrity coefficient of the rock mass; l is the length of the rock mass of the section to be evaluated; liThe method comprises the following steps that (1) the sum of lengths of rock mass sections without macroscopic cracks in rock masses of a section to be evaluated, which are distributed in an ith length interval is obtained, wherein i is 1-5; a isiIs the weight coefficient of the ith length interval.
In an embodiment, the five continuous length intervals may be less than 0.25m, 0.25-0.5 m, 0.5-0.75 m, 0.75-1 m, and greater than 1m, respectively. It should be noted that the five length intervals can be set according to the joint spacing classification standard recommended by the international rock mechanics society and the division of the domestic and foreign engineering practice and related specifications.
In particular, in the embodiments, the rock mass structure types are divided into five types.
when the integrity coefficient of the evaluated rock mass is 0.9-1, the structural type of the rock mass of the section to be evaluated is extremely complete (i.e. type I).
And when the integrity coefficient of the evaluated rock mass is 0.75-0.9, the structural type of the rock mass of the section to be evaluated is rock mass integrity (namely type II).
When the integrity coefficient of the evaluated rock mass is 0.5-0.75, the structural type of the rock mass of the section to be evaluated is relatively complete (namely class III).
When the integrity coefficient of the evaluated rock mass is 0.25-0.5, the rock mass structure type of the rock mass in the section to be evaluated is poor in rock mass integrity (namely IV type);
and when the integrity coefficient of the rock mass to be evaluated is 0-0.25, the rock mass structure type of the rock mass at the section to be evaluated is rock mass breakage (namely type V).
In particular, in the embodiment, when i is 5, the weight coefficient ai1 (i.e. a)51). In the rock mass classification, the rock mass larger than 1m is regarded as the complete rock mass and the value of the complete rock mass is 1, so that the weight coefficient a can be determined5Is 1.
further, when i is 1-4, the weight coefficient aiby applying a in the following formulaiAnd solving to obtain:
wherein, RQD is rock quality index. It should be noted that the calculation method of the RQD is a well-established technique in the art and is not described herein again.
It should be noted that, by solving the above formula, a plurality of solutions, i.e. a plurality of a groups, can be obtainedi. In order to further improve the accuracy of evaluating the integrity coefficient of the rock mass, a plurality of groups aiThe optimal group is selected so that a is based on the optimal groupiThe absolute difference between the calculated value of the evaluation rock mass integrity coefficient and the value of the rock quality index (namely RQD) without the II and IV rock mass structure types is the minimum. Since the rock quality indicators (i.e., RQD) of the II and IV rock mass structure types do not truly reflect the integrity of the rock mass, the method is applied to the research of the quality of the rock massdetermining aiAt the optimum value, the values of the rock quality indexes (namely RQD) of the II and IV rock mass structure types are removed. Alternatively, a1＝0.19、a2＝0.41、a3＝0.66、a4＝0.74。
Specifically, in the embodiment, step S100 specifically includes:
S101: and performing drilling and camera shooting test on the rock mass, and dividing the rock mass into a plurality of sections of rock masses to be evaluated along the extension direction of the hole.
S103: and respectively acquiring the distribution of the rock mass sections without macroscopic cracks in the rock mass of each section to be evaluated in five length intervals according to the drilling and shooting test result.
therefore, the integrity coefficients of the multiple sections of rock to be evaluated can be calculated respectively, and the quality of the rock can be judged more accurately.
the length of the rock mass to be evaluated is mainly influenced by two factors, namely the evaluation purpose and the length of the hole for the drilling and shooting test. In the case of a macro geological survey of a rock mass, the longer the length of the bore hole is for the borehole camera test, the longer the length of the rock mass to be evaluated is generally. Alternatively, the length of the bore for the borehole video test may be 60m and the length of the section of rock mass to be evaluated may be 3 m.
When the loose section of the rock mass is evaluated, the length of the rock mass of the section to be evaluated is 20 cm.
in one embodiment, the borehole camera may be a digital panoramic borehole camera.
The following example, with reference to fig. 1, illustrates the calculation process for evaluating the integrity coefficient of the rock mass:
in this example, the length of the rock mass to be evaluated is 3 m. The rock mass section without macroscopic cracks has 5 sections in the length interval less than 0.25m, and the total length is (0.14m +0.06m +0.14m +0.13m +0.23m) ═ 0.7m, namely l10.7 m; in the length interval of 0.25-0.5 m, there are 3 segments, and the total length is (0.39m +0.32m +0.36m) 1.07m, i.e. |21.07 m; 0 segment, i.e. | is arranged in the length interval of 0.5 m-0.75 m30; 1 segment in the length interval of 0.75 m-1 m, and the total length is 0.91m, i.e. |40.91 m; within a length interval greater than 1m there is a 0 segment, i.e./5＝0。
RMIBT＝(0.29×l1+0.41×l2+0.63×l3+0.77×l4+l5)/L
＝(0.19×0.7+0.41×1.07+0.77×0.91)/3
＝0.45
Namely, the integrity coefficient of the rock mass to be evaluated is 0.45, and the integrity coefficient is within the range of 0.25-0.5, so that the rock mass structure type of the rock mass to be evaluated is poor rock mass integrity (namely IV type).
The evaluation method for the integrity of the deep rock mass has the following advantages:
The drilling video test can intuitively reflect the geological characteristics in the hole and is not influenced by factors such as pie formation, structural surface combination and the like. Therefore, the evaluation method utilizes the drilling camera test to test the rock mass, so that the evaluation method is more suitable for evaluating the integrity of the deep rock mass.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (10)
1. A method for evaluating the integrity of a deep rock mass is characterized by comprising the following steps:
Performing drilling and camera shooting test on the rock mass to obtain the distribution of rock mass sections without macroscopic cracks in the rock mass of the section to be evaluated in 5 continuous length intervals;
And calculating the integrity coefficient of the rock mass to be evaluated according to the following formula:
wherein RMIBT is the integrity coefficient of the rock mass; l is the length of the rock mass of the section to be evaluated; liThe method comprises the following steps of (1) adding the length of a rock mass section without macroscopic cracks in a rock mass section to be evaluated in an ith length interval, wherein i is 1-5; a isiIs the weight coefficient of the ith length interval.
2. the method of evaluating the integrity of a deep rock mass according to claim 1, wherein the five consecutive length intervals are less than 0.25m, 0.25 to 0.5m, 0.5 to 0.75m, 0.75 to 1m, and greater than 1m, respectively.
3. The method of evaluating the integrity of a deep rock mass according to claim 1, wherein the weighting factor a is 5 when i ═ 5iHas a value of 1.
4. the method for evaluating the integrity of a deep rock mass according to claim 1, wherein the weighting factor a is 1 to 4 when i ═ 1 to 4iBy applying a in the following formulaiAnd solving to obtain:
Wherein, RQD is rock quality index.
5. The method of evaluating the integrity of a deep rock mass according to claim 4, wherein a is1＝0.19、a2＝0.41、a3＝0.66、a4＝0.74。
6. The method for evaluating the integrity of the deep rock mass according to claim 1, wherein when the evaluation rock mass integrity coefficient is 0-0.25, the rock mass structure type of the rock mass of the section to be evaluated is rock mass breakage;
When the integrity coefficient of the rock mass to be evaluated is 0.25-0.5, the rock mass structure type of the rock mass of the section to be evaluated is poor rock mass integrity;
when the integrity coefficient of the rock mass to be evaluated is 0.5-0.75, the structural type of the rock mass of the section to be evaluated is that the rock mass is relatively complete;
When the integrity coefficient of the rock mass to be evaluated is 0.75-0.9, the structural type of the rock mass of the section to be evaluated is rock integrity;
And when the integrity coefficient of the rock to be evaluated is 0.9-1, the structural type of the rock of the section to be evaluated is extremely complete.
7. the method for evaluating the integrity of the deep rock mass according to claim 1, wherein the step of performing a borehole video test on the rock mass to obtain the distribution of the rock mass sections without macroscopic cracks in the rock mass section to be evaluated in five length intervals comprises the following specific steps:
Performing drilling and camera shooting test on a rock mass, and dividing the rock mass into a plurality of sections of rock masses to be evaluated along the longitudinal direction of a hole;
And respectively acquiring the distribution of the rock mass sections without macroscopic cracks in the rock mass of each section to be evaluated in five length intervals according to the drilling and shooting test result.
8. the method of evaluating the integrity of a deep rock mass according to claim 7, wherein the length of the hole is 60m and the length of the rock mass of the section to be evaluated is 3m when a macro-geological survey is conducted.
9. the method of evaluating the integrity of a deep rock mass according to claim 8, wherein the length of the rock mass of the section to be evaluated is 20cm when the slack section of the rock mass is evaluated.
10. The method of evaluating the integrity of a deep rock mass according to claim 1, wherein the borehole video is a digital panoramic borehole video.
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| CN111340763A (en) * | 2020-02-20 | 2020-06-26 | 浙江省交通规划设计研究院有限公司 | Method for rapidly measuring rock mass crushing degree of tunnel excavation face |
| CN112365543A (en) * | 2021-01-11 | 2021-02-12 | 南京邮电大学 | Geological structure surface extraction method and device based on optical image |
| CN113588416A (en) * | 2021-05-13 | 2021-11-02 | 中铁大桥勘测设计院集团有限公司 | Basic quality grading method for reef limestone |
| CN116299708A (en) * | 2023-02-02 | 2023-06-23 | 西南交通大学 | Visualization method and related equipment for tunnel surrounding rock loose ring evolution process |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111340763A (en) * | 2020-02-20 | 2020-06-26 | 浙江省交通规划设计研究院有限公司 | Method for rapidly measuring rock mass crushing degree of tunnel excavation face |
| CN112365543A (en) * | 2021-01-11 | 2021-02-12 | 南京邮电大学 | Geological structure surface extraction method and device based on optical image |
| CN113588416A (en) * | 2021-05-13 | 2021-11-02 | 中铁大桥勘测设计院集团有限公司 | Basic quality grading method for reef limestone |
| CN113588416B (en) * | 2021-05-13 | 2024-02-02 | 中铁大桥勘测设计院集团有限公司 | Basic quality grading method for rock mass of reef limestone |
| CN116299708A (en) * | 2023-02-02 | 2023-06-23 | 西南交通大学 | Visualization method and related equipment for tunnel surrounding rock loose ring evolution process |
| CN116299708B (en) * | 2023-02-02 | 2024-05-07 | 西南交通大学 | Visualization method and related equipment for tunnel surrounding rock loose ring evolution process |
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