Method for determining the three-dimensional stress based on single drilled rock's deformation measurement

A technology of ground stress and rock mass, applied in the direction of measuring force components, drilling equipment and methods, and measuring devices, can solve problems such as strain measurement dispersion, ground stress tensor calculation result errors, and measurement result errors, and achieve easy Effects of implementing and improving reliability

Active Publication Date: 2017-06-09
INST OF ROCK AND SOIL MECHANICS - CHINESE ACAD OF SCI
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  • Summary
  • Abstract
  • Description
  • Claims
  • Application Information

AI Technical Summary

Problems solved by technology

Generally speaking, no matter whether the intersection of the hole bottom or the mouth of the hole is used, it is difficult to ensure that the axes of the three test holes completely meet at one point when the in-situ stress measurement is carried out on site, which will inevitably lead to the hole bottom of each test hole. The local strain measurement is relatively scattered, which brings a large error to the final measurement result
Especially for the orifice intersection method, the bottoms of the three test holes are scattered in a large rock mass area, and the heterogeneity of the rock mass properties will inevitably bring errors to the final calculation results of the in-situ stress tensor.

Method used

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  • Method for determining the three-dimensional stress based on single drilled rock's deformation measurement
  • Method for determining the three-dimensional stress based on single drilled rock's deformation measurement

Examples

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Embodiment 1

[0027] A method for determining the three-dimensional geostress of rock mass based on single borehole deformation measurement, the steps of which are:

[0028] A. If figure 1 As shown in (a), a horizontal test hole 3 is drilled on the face 2 of the underground roadway 1, and the diameter of the horizontal test hole can be selected as When the depth of the horizontal test hole 3 is far away from the surrounding rock disturbance area of ​​the underground roadway 1, the hole bottom 7 of the horizontal test hole 3 is ground.

[0029] Each strain gage of B, four-component strain bundle 4 is distributed in 45 ° (as figure 1 (b) As shown in section A-A), the diameter of the pasted four-component strain bundle 4 is of round shape. After the four-component strain cluster 4 pasted on the hole bottom 7 of the horizontal test hole is consolidated, the concentric hole construction drilling is carried out along the axis of the original horizontal test hole 3 to repair the bottom surfac...

Embodiment 2

[0034] A method for determining the three-dimensional geostress of rock mass based on single borehole deformation measurement, the steps of which are:

[0035] A. If figure 1 As shown in (a), a horizontal test hole 3 is drilled on the face 2 of the underground roadway 1, and the diameter of the horizontal test hole can be selected as When the depth of the horizontal test hole 3 is far away from the surrounding rock disturbance area of ​​the underground roadway 1, the hole bottom 7 of the horizontal test hole 3 is ground.

[0036] Each strain gage of B, four-component strain bundle 4 is distributed in 45 ° (as figure 1 (b) As shown in section A-A), the diameter of the pasted four-component strain bundle 4 is of round shape. After the four-component strain cluster 4 pasted on the hole bottom 7 of the horizontal test hole is consolidated, the concentric hole construction drilling is carried out along the axis of the original horizontal test hole 3 to repair the bottom surfac...

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Abstract

The invention discloses a method for determining the three-dimensional stress based on single drilled rock's deformation measurement, comprising: A) constructing a horizontal testing hole: smoothening the hole bottom center of the testing hole; B) performing hole bottom stress removing work: installing a quadruple-component strain cluster on the already smoothened hole bottom of the testing hole to obtain the positive strain change values in different directions; C) performing partial wall face stress removing work: selecting a partial wall face from the side of the drilled hole away from the hole bottom for polishing process and obtaining two groups of hole wall positive strain values in eight directions after the measurement; and D) organizing and analyzing the data: in combination with the positive strain change values in different directions obtained from the stress removing work on the hole bottom and the side wall face of the testing hole, obtaining the three-dimensional stress state of a measurement spot. According to the method, it is possible to ensure that the stress measurement work at a measurement spot is completed in a relatively small rock scope, which avoids the influence of the heterogeneous factors of the rock characteristics on the measurement result, therefore, increasing the reliability of the measurement result.

Description

technical field [0001] The invention belongs to the technical field of rock and soil mechanics measurement, and more specifically relates to a method for determining the three-dimensional stress of underground strata, which is applicable to the deformation data of the bottom and wall of horizontal boreholes in underground caverns or roadways to estimate the initial rock mass. Three-dimensional stress state. Background technique [0002] One of the important characteristics of rock medium that is different from other materials is that there is internal stress inside it, which is mainly caused by various factors such as the self-weight of the rock mass and the tectonic stress caused by the crustal tectonic movement in the geological history and remaining to this day. In-situ stress is a general term for the internal stress existing in rock mass. This mechanical state of engineering rock mass not only exists objectively, but also varies in size and direction from place to place...

Claims

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Application Information

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Patent Type & Authority Applications(China)
IPC IPC(8): G01V9/00G01L5/16E21B7/04
CPCE21B7/046G01L5/161G01V9/00
Inventor 葛修润汤华秦雨樵吴振君
Owner INST OF ROCK AND SOIL MECHANICS - CHINESE ACAD OF SCI
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