CN113756781B - Low-cost ground stress testing method - Google Patents
Low-cost ground stress testing method Download PDFInfo
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- CN113756781B CN113756781B CN202110944578.2A CN202110944578A CN113756781B CN 113756781 B CN113756781 B CN 113756781B CN 202110944578 A CN202110944578 A CN 202110944578A CN 113756781 B CN113756781 B CN 113756781B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/06—Measuring temperature or pressure
Abstract
The invention relates to the technical field of ground stress measurement, in particular to a low-cost ground stress test method, which comprises the following steps: selecting a measuring instrument and a measuring point location; drilling holes in the surface of the rock according to X, Y and an oblique 45-degree direction to form expansion bolts, and installing a vibrating wire strain gauge; measuring and reading an initial frequency value; hoisting the water mill drilling machine on an operation rack; drilling a core on the contour line of the periphery of the tunnel face; after the core of the water mill drilling machine is in place, taking out the core; repeatedly drilling and coring until the outer periphery of the palm surface forms a continuous channel face; measuring and reading the frequency value at the moment; calculating a deformation value to obtain the magnitude and direction of the ground stress; and (4) reversely deducing the original crustal stress based on the crustal stress calculated by the current measurement through modeling calculation. The method is implemented in an auxiliary mode while the tunnel is excavated by the water mill drilling machine, so that the measurement cost is greatly reduced, the measurement period is short, and the cost performance is high.
Description
Technical Field
The invention relates to the technical field of ground stress measurement, in particular to a low-cost ground stress testing method.
Background
Geostress is the stress imparted to the rock mass within the crust material by the earth through numerous crustal movements and other causes. With the construction of national infrastructure, no matter deep mine mining or large buried deep tunnel construction, the ground stress has a crucial influence on the stability of underground excavated rock mass and the safety of the construction process, and the size of the ground stress directly influences the design, construction and later operation of the engineering. Therefore, it is a critical need for academics and engineers to measure the stress accurately.
At present, the most common ground stress test method is mainly a stress relief method, and a common method in the stress relief method is a hollow inclusion relief method, and the measurement steps are roughly as follows: measuring position selection, excavating a chamber to reduce disturbance as much as possible, drilling a large hole to an original rock stress area to further eliminate the disturbance, drilling the small hole, installing a strain gauge, taking a core and collecting data, wherein the drilling process needs to pay attention to the straightness of the drilled hole, the radial deviation of the large hole and the small hole and the smoothness of the hole wall.
However, the existing method for relieving the stress of the hollow inclusion has limitations and has the following disadvantages:
(1) In the process of measuring the ground stress by using the hollow bag body, a chamber needs to be excavated and punched (a large hole is sleeved with a small hole), and the requirement on the construction precision of punching is high, so that the disturbance on a measurement area is reduced;
(2) The positioner for positioning the direction of the strain gauge of the hollow bag body is heavy and is not easy to operate, and great errors can be caused to measurement if the operation is improper;
(3) The measuring process needs many procedures, measuring instruments need many, the measuring period is long, and the measuring cost is high.
Therefore, a method for measuring the ground stress by using a simple instrument at low cost and in a short period according to local conditions on the premise of not excavating a chamber and drilling large and small holes is needed.
Disclosure of Invention
It is an object of the present invention to provide a low cost geostress test method which overcomes some or some of the disadvantages of the prior art.
The invention discloses a low-cost ground stress testing method, which comprises the following steps:
(1) The selection of the measuring instrument enables the instrument to work normally under the condition of rich water;
(2) Selecting a measurement area;
(3) Drilling and striking expansion bolts on the surface of the rock according to the strain pattern arrangement form, and welding the base of the strain gauge on the expansion bolts;
(4) After the point to be welded is cooled, the three vibrating wire strain gauges are respectively arranged on six bases in X, Y and the directions inclined by 45 degrees, and hexagon socket head bolts of the bases are screwed;
(5) Measuring and reading initial frequency value f of vibrating wire strain gauge in X direction, Y direction and 45-degree inclined direction xc 、f yc 、 f 45c And recording;
(6) Erecting an operation rack, hanging the water mill drilling machine on the operation rack by using a chain block, adjusting the position of the water mill drilling machine up, down, left and right, and checking whether the water mill drilling machine can be smoothly in place;
(7) Drilling a core on the contour line of the periphery of the face, and taking out the core after the core is drilled in place by the water mill drilling machine;
(8) Repeating the operation of drilling and coring until the outer periphery of the palm surface forms a continuous channel free surface;
(9) Measuring and reading frequency value f of vibrating wire strain gauge in X direction, Y direction and 45-degree oblique direction xz 、f yz 、 f 45z And recording;
(10) Calculating deformation values of the measuring points in three directions according to the following formula by using the measured and read data;
wherein K is the K value of the vibrating wire strain gauge; epsilon x Is a deformation in the x direction,. Epsilon y Is deformed in the y direction,. Epsilon 45 Deformation in a direction of 45 degrees;
after measuring the three line strains of a point by using a 45-degree strain gage, the main strain of the point is as follows:
wherein epsilon max Is the maximum principal strain, ε min Is the minimum principal strain, alpha is the direction of the maximum principal strain at that point;
(11) Calculate outCorresponding stress sigma c ；
(12) Modeling calculation, stress σ based on read-while-measure calculation c The back-deducing obtains the stress sigma of the original ground s A relation of (a) s ＝f(σ c ) To thereby obtain the original ground stress σ s 。
Preferably, in the step (2), a test plan is designed according to a measurement area required by a project site, and a measurement point position is selected.
Preferably, in step (3), before a new tunnel face is excavated, 6 holes are drilled at the measuring point positions in the strain gauge arrangement mode
Drilling vertically with complete hole wall, driving in
The expansion bolt is fixed and screwed, so that the expansion bolt can deform synchronously with the rock.
Preferably, in the step (6), before the water mill drilling machine is started, whether the machine runs normally or not and whether the drill bit is complete and sharp or not are checked, after all the holes are checked to be normal, the core is drilled on the contour line of the periphery of the tunnel face, adjacent holes are drilled in a mode of overlapping 2cm, and the drilling depth is 60cm.
Preferably, in the step (7), after the core of the water mill drilling machine is drilled in place, the machine is withdrawn, the core body is knocked by a crowbar to be broken, and then the core body is taken out.
Preferably, in the step (5) and the step (9), the measurement and reading are performed by a vibrating wire type series measuring and reading instrument.
Preferably, in step (11), the stress-strain equation is based on elastomechanical stress-strain equation: σ = E · ε, where E is the elastic modulus, the stress σ is calculated c 。
Preferably, in step (12), the modeling calculation is performed by using finite element simulation software.
In order to reduce the added procedures of chamber excavation, large hole punching and small hole sleeving, which are caused by the interference on an original stress area, in the process of measuring the ground stress by the hollow inclusion, the invention has the advantages of short measuring period, less measuring procedures, easy instrument installation, convenient instrument carrying, low measuring cost and high cost performance according to local conditions on the premise of not excavating the chamber and not punching large and small holes.
Drawings
FIG. 1 is a flow chart of a low-cost ground stress test method in example 1;
FIG. 2 is a schematic view of the structure of a vibrating wire strain gauge in embodiment 1;
FIG. 3 is a schematic diagram of a vibrating wire strain gauge according to a strain cloth in example 1;
fig. 4 is a diagram showing the mounting position of the vibrating wire strain gauge in example 1.
Detailed Description
For a further understanding of the invention, reference should be made to the following detailed description taken in conjunction with the accompanying drawings and examples. It is to be understood that the examples are illustrative of the invention and not restrictive.
Example 1
As shown in fig. 1, the present embodiment provides a low-cost ground stress testing method, which includes the following steps:
(1) The selection of the measuring instrument enables the instrument to work normally under the condition of rich water;
(2) Determining a measuring point position according to an engineering site, and designing a test scheme;
(3) Before a new tunnel face is excavated, 6 rock surfaces are drilled by using a percussion drill according to a strain pattern arrangement mode
The drilling holes are arranged in the mode shown in figure 3, the drilling holes are required to be vertical, the hole walls are complete, and the drilling holes are driven
The expansion bolt is fixed and tightened, so that the expansion bolt can deform synchronously with the rock;
(4) Welding a base containing a conduit on the embedded expansion bolt by using a welding machine, wherein the conduit has the function of ensuring that the distance and the angle of the two bases are correct, and facilitating the subsequent installation of the strain gauge;
(5) After the point to be welded is cooled, unscrewing the hexagon socket head cap bolts on the base, taking out the guide pipe, respectively installing the three vibrating wire strain gauges on the X, Y and six bases inclined at the three directions of 45 degrees, and screwing the hexagon socket head cap bolts on the base;
(6) Using vibrating string type serial measuring and reading instrument to respectively measure and read the initial frequency values f of vibrating string strain gauges in X direction, Y direction and 45-degree oblique direction xc 、f yc 、f 45c And recording;
(7) The method comprises the following steps of erecting an operation rack of the water mill drilling machine, wherein the rack is firmly erected, the strength and the stability meet requirements, the water mill drilling machine is hung on the operation rack by utilizing a chain block, the position of the water mill drilling machine is adjusted up, down, left and right, and whether the water mill drilling machine can be smoothly in place or not is checked;
(8) Before starting the machine, checking whether the machine runs normally and whether a drill bit is complete and sharp, and after checking that all the drill bits are normal, drilling cores on the peripheral contour line of the face, wherein in order to ensure the coring efficiency and the smaller over-excavation amount, adjacent drill holes are drilled in a mode of overlapping 2cm, and the drilling depth is 60cm;
(9) After the core of the water mill drilling machine is drilled in place, manually and slowly returning the machine, lightly knocking the core body by using a crowbar to break the core body, and then taking out the core body;
(10) Repeating the operation of drilling and coring until a continuous channel free surface is formed around the tunnel face;
FIG. 4 is a qualitative descriptive diagram; before core drilling, the middle rock is subjected to pressure transmitted by surrounding rocks-vertical stress sigma in the dead weight stress field y And horizontal stress σ x After the drilling and coring of surrounding rocks, the rocks which are originally stressed in the middle are not stressed any more, and then have a tendency of recovering deformation and expanding outwards, namely the outer contour line described in the figure 4. The outer contour line is a qualitative schematic diagram, and the deformation values of the rock before and after the core drilling are measured in the embodiment, so that the stress value is calculated;
(11) Respectively measuring and reading frequency values f of vibrating wire strain gauges in X direction, Y direction and 45-degree oblique direction by using vibrating wire type serial measuring and reading instruments xz 、f yz 、f 45z And recording;
(12) Calculating deformation values of the measuring points in three directions according to the following formula by using the measured and read data;
wherein K is the K value of the vibrating wire strain gauge, and K is Pulling device And k Press and press Checking a corresponding meter of the instrument when the instrument leaves a factory to obtain a K value of the corresponding strain gauge; epsilon x Is a deformation in the x direction,. Epsilon y Is deformed in the y direction,. Epsilon 45 Deformation is in the direction of 45 degrees;
after measuring the three line strains of a point by using a 45-degree strain gage, the main strain of the point is as follows:
wherein epsilon max Is the maximum principal strain, ε min At the minimum principal strain, α is the direction of the maximum principal strain at that point (see FIG. 3);
(13) According to the elastic mechanical stress-strain formula: σ = E · ε, where E is the modulus of elasticity, and the corresponding stress σ is calculated from the deformation values c ；
(14) According to the actual situation in the field, using finite elementsModeling calculation is carried out by software, the modeling calculation comprises the processes of establishing a solid model, grid division, setting boundary conditions, inputting stratum parameters, simulating excavation, calculating, solving balance and the like, the interference of the terrazzo drill core drilling process to the original rock stress of a measuring area under the condition (boundary condition range, tunnel face size and terrazzo drill excavation feed ruler) is considered, and the stress sigma calculated based on field measurement is carried out c Inverse calculation to obtain the stress sigma of the ground s The relation between, i.e. σ s ＝f(σ c ) To thereby obtain the original ground stress σ s 。
In the embodiment, an instrument used in a low-cost ground stress testing method comprises a monitoring device and a measuring and reading device, wherein the monitoring device adopts a waterproof XJ-YX vibrating wire strain gauge, as shown in figure 2, the vibrating wire strain gauge consists of an installation base 1, an inner hexagon bolt 2, a stainless steel protective tube 3 and a signal transmission cable 4, the instrument installation base is positioned at two ends of the strain gauge, the inner hexagon bolt can fix the position of the strain gauge, the stainless steel protective tube can protect the interior of the instrument to normally work in a water-rich environment, the signal transmission cable can transmit the change of the internal frequency of the strain gauge, and the cable length can be lengthened according to the actual situation on site; the measuring and reading instrument adopts a corresponding XJ-609 vibrating wire type series measuring and reading instrument, monitors and reads the frequency change of the strain gauge through a data connecting line, and is convenient to carry, powerful in function and high in measuring precision.
After a test instrument is determined, mounting a strain gauge in a selected measurement area, selecting a flat position in the middle of a tunnel face before a new tunnel face is not excavated, and determining the position of a drilled hole in the measurement area according to the layout form of strain roses in the figure 3; drilling a hole with the diameter of 14mm by using a percussion drill, wherein the depth of the hole is 6cm (the length of the expansion bolt), the axis of the hole is vertical and the wall of the hole is smooth in the drilling process, and the hole is washed by clean water until the washed water is clear after the drilling is finished; then installing an expansion bolt with the diameter of 14mm in the hole, knocking the expansion bolt to the bottom of the hole by using a hammer, fixing the expansion bolt, and ensuring that the bolt is stably installed and can accurately sense the deformation of the surrounding rock; welding the base of the sleeved guide pipe on the fixed expansion bolt by using a welding machine; inner hexagon bolt on base is unscrewedDetaching the guide pipe and installing the strain gauge; after the strain gauges are installed, the initial frequency values f of the strain gauges in three directions are measured by using a vibrating wire type measuring and reading instrument xc 、f yc 、f 45c (ii) a Erecting a rack of the water mill drilling machine, ensuring the requirements on strength and stability, adjusting the position of the water mill drilling machine up, down, left and right, and checking whether the water mill drilling machine can be smoothly put in place; before core drilling, checking whether a drilling machine and a drill bit normally operate, after all the drilling machines and the drill bit normally operate, starting core drilling, ensuring that the drilling machine drills in a mode of being vertical to a rock surface in the drilling process, and in order to ensure the core taking efficiency and smaller over-excavation amount, adjacent drilling holes are drilled in a lap joint mode of 2cm, wherein the drilling depth is about 60cm; after the water mill drill core is in place, manually and slowly returning the machine, lightly knocking the core body by using a crowbar to break the core body, then taking out the core body, and repeating the operation until a channel free surface is formed on the periphery of the face; after the tunnel face free face is formed on the periphery of the face, the original rock face with the center pressed is unloaded, outward deformation is generated, the strain gauge which is just installed records the deformation process, and the frequency values f of the strain gauges in the X direction, the Y direction and the 45-degree oblique direction are respectively measured and read by using a vibrating string type series measuring and reading instrument xz 、f yz 、f 45z (ii) a Calculating and obtaining the magnitude sigma of the ground stress in the situation according to the existing formula by using the measured data c (ii) a And modeling calculation is carried out by utilizing finite element simulation software at the later stage, the interference of the finite element simulation software on the original rock stress of the measuring area in the process of water mill drilling core drilling under the condition (boundary condition range, tunnel face size and water mill drilling excavation feed ruler) is considered, and the calculated stress sigma is measured and calculated on the basis of the site c Inverse calculation to obtain the stress sigma of the ground s The relation between, i.e. σ s ＝f(σ c ) And thus the original ground stress is obtained.
The comparison of the geodetic stress of the present example with that of a hollow inclusion is shown in table 1:
TABLE 1 comparison table of geodetic stress between this example and hollow inclusion
| Item | Geodesic stress of hollow bag | Examples |
| Required equipment | Multiple purpose | Chinese character shao (a Chinese character of 'shao') |
| Measuring period | Long (over one week) | Short (within two days) |
| Measurement procedure | Multifunctional (excavation chamber, big hole, small hole) | Chinese character shao (a Chinese character of 'shao') |
| Mounting means | Difficulty in | Easy |
| Measuring costs | Height of | Is low in |
The test equipment required by the embodiment is simple, and the measuring instrument consists of an XJ-YX vibrating wire strain gauge and an XJ-609 vibrating wire type measuring and reading instrument; and hollow inclusion geodesic stress needs 3 groups to strain flower 4 foil gage, locating lever, push rod, collection equipment, consequently, this embodiment needs to equip light and handy convenient to carry and install and dismantle and compare easy to operate, measures with low costsly, and measurement accuracy is high.
Generally speaking, the embodiment has the advantages of short measurement period, less measurement procedures, easy instrument installation, convenient and fast carrying of the measurement instrument, low measurement cost and high cost performance.
The present invention and its embodiments have been described above schematically, without limitation, and what is shown in the drawings is only one of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, if the person skilled in the art receives the teaching, without departing from the spirit of the invention, the person skilled in the art shall not inventively design the similar structural modes and embodiments to the technical solution, but shall fall within the scope of the invention.
Claims (8)
1. A low-cost ground stress test method is characterized in that: the method comprises the following steps:
(1) The selection of the measuring instrument enables the instrument to work normally under the condition of rich water;
(2) Selecting a measuring point position;
(3) Drilling and striking an expansion bolt on the surface of the rock according to the strain pattern arrangement form, and welding a base of the vibrating wire strain gauge on the expansion bolt;
(4) After the part to be welded is cooled, unscrewing the hexagon socket head cap bolts of the base, taking out the guide pipe, respectively installing the three vibrating wire strain gauges on the X, Y and six bases inclined at the three directions of 45 degrees, and screwing the hexagon socket head cap bolts of the base;
(5) Measuring and reading initial frequency value f of vibrating wire strain gauge in X direction, Y direction and 45-degree oblique direction xc 、f yc 、f 45c And recording;
(6) Erecting an operation rack, hanging the water mill drilling machine on the operation rack by using a chain block, adjusting the position of the water mill drilling machine up, down, left and right, and checking whether the water mill drilling machine can be smoothly in place;
(7) Drilling a core on the contour line of the periphery of the face, and taking out the core after the core is drilled in place;
(8) Repeating the operation of drilling and coring until a continuous channel free surface is formed around the tunnel face;
(9) Measuring and reading frequency value f of vibrating wire strain gauge in X direction, Y direction and 45-degree oblique direction xz 、f yz 、f 45z And recording;
(10) Calculating deformation values of the measuring points in three directions according to the following formula by using the measured and read data;
wherein K is the K value of the vibrating wire strain gauge; epsilon x Is a deformation in the x direction,. Epsilon y Is deformed in the y direction,. Epsilon 45 Deformation in a direction of 45 degrees;
after measuring the strain of three lines of a point by using a 45-degree strain rosette, the main strain of the point is as follows:
wherein epsilon max Is the maximum principal strain, ε min Is the minimum principal strain, alpha is the direction of the maximum principal strain at that point;
(11) Calculate the corresponding stress sigma c ；
(12) Modeling calculation based on measured calculated stress sigma c Inverse calculation to obtain the stress sigma s A relation of (a) s ＝f(σ c ) To thereby obtain the original ground stress σ s 。
2. A low-cost ground stress test method according to claim 1, wherein: in the step (2), according to the area to be measured on the engineering site, a test scheme is designed, and a measuring position is selected.
3. A low cost ground stress test method according to claim 1, wherein: in step (3), before a new tunnel face is excavated, 6 holes are drilled at the measuring point positions according to the strain gauge arrangement mode
The hole is drilled vertically with complete hole wall and is driven into
The expansion bolt is fixedly screwed, so that the synchronous deformation of the expansion bolt and the rock is ensured.
4. A low cost ground stress test method according to claim 1, wherein: and (7) before the water mill drilling machine is started, checking whether the machine runs normally or not and whether the drill bit is complete and sharp or not, after checking that all the drill bits are normal, drilling cores on the contour line of the periphery of the face, and performing core drilling on adjacent drill holes in a mode of overlapping 2cm, wherein the drilling depth is 60cm.
5. A low-cost ground stress test method according to claim 1, wherein: and (7) returning the machine after the core of the water mill drilling machine is drilled in place, knocking the core body by using a crowbar to break the core body, and taking out the core body.
6. A low cost ground stress test method according to claim 1, wherein: and (5) in the step (9), measuring and reading by using a vibrating wire type series measuring and reading instrument.
7. According to claimThe low-cost ground stress test method of claim 1, characterized in that: in the step (11), according to an elastic mechanical stress-strain formula: σ = E · ε, where E is the elastic modulus, the stress σ is calculated c 。
8. A low cost ground stress test method according to claim 1, wherein: and (12) carrying out modeling calculation by using finite element simulation software.
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| CA2062542A1 (en) * | 1992-03-09 | 1993-09-10 | Harald Kanduth | Method and apparatus for measuring three dimensional stress in rock surrounding a borehole |
| CN106814407A (en) * | 2017-01-05 | 2017-06-09 | 中国科学院武汉岩土力学研究所 | The method that Three-dimensional Rock crustal stress is determined based on single borehole deformation measurement |
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| FR2799837B1 (en) * | 1999-09-24 | 2005-12-02 | Schlumberger Services Petrol | METHOD AND DEVICE FOR MEASURING EFFORTS IN THE PRESENCE OF EXTERNAL PRESSURE |
| JP2005010122A (en) * | 2003-06-23 | 2005-01-13 | Kajima Corp | Method and apparatus for measuring stress by overcoring type stress analysis method |
| CN104343461A (en) * | 2014-09-10 | 2015-02-11 | 西南交通大学 | Light supporting method applicable to gently-dipping-stratum massive rock tunnel |
| KR101836192B1 (en) * | 2015-12-23 | 2018-03-08 | 한국지질자원연구원 | Method for initial rock stress measurement and apparatus therefor |
| CN110907086B (en) * | 2019-11-27 | 2020-10-09 | 中国科学院武汉岩土力学研究所 | Three-dimensional ground stress determination method based on borehole wall surface displacement measurement |
| CN110725699B (en) * | 2019-11-27 | 2021-06-08 | 中铁第四勘察设计院集团有限公司 | Shear force measuring method for circular-end-shaped tenon and mortise of shield tunnel segment |
| CN112129448A (en) * | 2020-06-07 | 2020-12-25 | 中铁二院工程集团有限责任公司 | Method for measuring ground stress by using elastic recovery deformation of core |
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| CA2062542A1 (en) * | 1992-03-09 | 1993-09-10 | Harald Kanduth | Method and apparatus for measuring three dimensional stress in rock surrounding a borehole |
| CN106814407A (en) * | 2017-01-05 | 2017-06-09 | 中国科学院武汉岩土力学研究所 | The method that Three-dimensional Rock crustal stress is determined based on single borehole deformation measurement |
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