CN103759876B - Pressure property or pressure shear structural plane normal stress rapid assay methods - Google Patents
Pressure property or pressure shear structural plane normal stress rapid assay methods Download PDFInfo
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Abstract
The present invention relates to pressure property or pressure shear structural plane normal stress rapid assay methods.The technical matters that invention will solve is to provide pressure property or pressure shear structural plane normal stress rapid assay methods.The technical scheme solving this problem is: A, hole according to structural plane occurrence determination boring direction; B, the closed boring comprising structural plane form test section; C, priority carry out three water filling pressurized circulation tests to test section, obtain test section pressure-time curve; D, to test section die, obtain structural plane at the Distribution Characteristics of hole wall; If there is no pinnate fracture near structural plane and hole wall rockmass Duan Wuxin crackle, go to E; Otherwise go to A; E, according to pressure-time curve, obtain closing presure downstream pressure point of inflexion on a curve; If flex point value difference is not within 15% in rear twice test, average as structural plane normal stress; Otherwise get the flex point value of second time test as structural plane normal stress.The present invention is used for Hydraulic and Hydro-Power Engineering field.
Description
Technical field
The present invention relates to a kind of structural plane normal stress rapid assay methods, particularly a kind of pressure property or pressure shear structural plane normal stress rapid assay methods, be mainly applicable to Hydraulic and Hydro-Power Engineering field.
Background technology
Current hydroenergy storage station both domestic and external and long diversion power station all may suffer from the situation in high pressure internal water pressure splitting structural texture face, and then cause a large amount of seepages, the safety of harm engineering operation phase.For the hydraulic tunnel that internal water pressure is high, this kind of problem needs to pay close attention to especially, especially when tunnel exists the structural plane of advantage spread along the line, determine that the normal stress of typical structure becomes in hydraulic tunnel design and need clear and definite boundary condition, this is also the Main Basis determining steel lining or concrete lining scope.
Water pressure supporing Measures compare at present in rockmass is ripe, namely holes in rock mass, and selects complete segment to test by core or sonic test data.Close one section of complete boring by two separation scrapers and form test section, then packer permeability test is carried out to test section, until the country rock of packing section is by distending crackle, and make repeatedly setting-out circulation that crackle is fully expanded, record the pressure-time curve in multiple circulation; By die collecting test by the crackle of distending.Can in the hope of the least principal stress on test section and major principal stress in conjunction with die result and pressure-time curve.
But also there is no the special method of testing for structural plane normal pressure at present, namely the detecting earth stress method of above-mentioned hydrofracturing is not suitable for the situation that packing section contains initial fissure.The present invention, on the basis of traditional water pressure supporing technology, develops and measures measuring method that is smooth, closing structure face normal stress.
Summary of the invention
The technical problem to be solved in the present invention is: provide a kind of pressure easy and simple to handle or pressure shear structural plane normal stress rapid assay methods for above-mentioned Problems existing, directly can obtain normal stress that is smooth, closing structure face, not by the impact of rock mass discontinuity mechanics parameter.
The technical solution adopted in the present invention is: pressure property or pressure shear structural plane normal stress rapid assay methods, is characterized in that step is as follows:
A, to hole according to the occurrence determination boring direction of required mensuration structural plane, ensure that boring is through required mensuration structural plane, guarantees that the angle in structural plane and drilling axis direction is 15-60 degree simultaneously;
B, the localized borehole adopting two packer packing closures to contain structural plane form test section, ensure that the length of this test section is 0.5-0.8m, guarantee that the distance of the partial distance packer that structural plane is disclosed in boring is not less than 0.15m simultaneously;
C, priority carry out three water filling pressurized circulation tests to test section, obtain test section pressure-time curve; Each cyclic test cumulative time is not less than 5 minutes, comprises water filling pressurization, closing presure valve and recovers original pressure three phases; The pressure data of two packers is recorded in process of the test, and large more than the 2MPa of maximum pressure when guaranteeing the pressure ratio first time test of packer in twice test next;
D, die is carried out to test section, obtain the Distribution Characteristics of structural plane at hole wall; If there is no pinnate fracture near structural plane and new crackle does not appear in hole wall rockmass section, then go to step E; Otherwise, go to step A;
E, the pressure-time curve obtained according to step C, obtain the flex point of pressure curve after closing presure valve by the mode of mapping; If the value difference of this flex point is not within 15% in second time and for the third time test, then get the normal stress of the two mean value as structural plane; Otherwise get the normal stress of flex point value as structural plane of second time test.
In step C, three times water filling pressurized circulation test procedure is as follows:
C1, to water filling pressurization in test section, when flex point appears in pressure curve, close the pressure valve of compression system, this process control is at 1-2 minute; Record the decline of pressure process of test section, this phase lasts at least 3 minutes simultaneously; Then the water pressure opening Water filling valve recovery test section is initial value, namely completes first time cyclic test;
After C2, last cyclic test terminate 2 minutes, again to water filling pressurization in test section, when flex point appears in pressure curve, close the pressure valve of compression system, this process control is at 1-2 minute; Record the decline of pressure process of test section, this phase lasts at least 3 minutes simultaneously; Then the water pressure opening Water filling valve recovery test section is initial value, namely completes second time cyclic test;
C3, repetition step C2 complete third time cyclic test.
In steps A, the drill bit of diameter 76mm is adopted to hole.
The invention has the beneficial effects as follows: the present invention is by carrying out three water filling pressurized circulation tests at test section, obtain test section pressure-time curve, and decipher is carried out to this curve, thus directly obtaining normal stress that is smooth, closing structure face, measurement result is not by the impact of rock mass discontinuity mechanics parameter.
Accompanying drawing explanation
Fig. 1 is structural drawing of the present invention.
Fig. 2 is the pressure-time curve figure of test section in the present invention.
Fig. 3 obtains pressure curve flex point schematic diagram after closing presure valve by mapping mode in Fig. 2.
Embodiment
As shown in Figure 1, the present embodiment utilizes the splitting feature of structural plane in packer permeability test, the normal pressure of structural plane is obtained by decipher pressure versus time (p-t) curve, namely by water pressure distending structural plane, pressure change in interrecord structure face opening and closing process, and the numerical value of structural plane normal stress is obtained by decipher pressure history, its step is as follows:
A, detailed mapping work is carried out to test zone, estimate structural plane 1 inclination angle and the condition of extension that need test.
The bit bore of B, employing 76mm diameter, and ensure the structural plane 1 of boring 2 through required mensuration normal stress, adopt borehole camera and sound wave borehole camera to scan boring 2 simultaneously, determine the required real attitude measuring structural plane 1, make the angle between boring 2 axis and structural plane 2 be 15 ~ 60 ° by adjustment boring direction.
The closed localized borehole comprising structural plane 1 of C, employing two packers 3 forms test section 4(and structural plane is all included in test section in the announcement length of boring section), ensure that the length of this test section is 0.5-0.8m, guarantee that the distance of the partial distance packer 3 that structural plane 1 is disclosed in boring 2 is not less than 0.15m simultaneously.
D, priority carry out three water filling pressurized circulation tests to test section 4, obtain test section pressure-time curve, as shown in Figure 2; Each cyclic test cumulative time is not less than 5 minutes, comprises water filling pressurization, closing presure valve and recovers original pressure three phases; The pressure data of two packers 3 is recorded in process of the test, and large more than the 2MPa of maximum pressure when guaranteeing the pressure ratio first time test of packer 3 in twice test next.
First time cyclic test: first slow water filling is forced into parting pressure in test section 4, namely there is flex point in pressure curve, close the pressure valve of compression system immediately and guarantee that test section does not occur Seepage, this process (water filling pressure process) controls at 1-2 minute; Record the decline of pressure process of test section 4 after valve-off, this stage (closing presure valve record decline of pressure process) continues at least 3 minutes; Then opening Water filling valve, to recover the water pressure of test section 4 be initial value, namely close to zero level.
Second time cyclic test: carry out second time cyclic test after first time cyclic test terminates 2 minutes, i.e. slow water filling pressurization in test section 4, when there is flex point in pressure curve, stop pressurization, close the pressure valve of compression system and guarantee that test section does not occur Seepage, this process (water filling pressure process) controls at 1-2 minute; Record the decline of pressure process of test section 4 after valve-off, this stage (closing presure valve record decline of pressure process) continues at least 3 minutes; Then opening Water filling valve, to recover the water pressure of test section 4 be initial value, namely close to zero level.
Third time cyclic test: identical with second time cyclic test.
E, die is carried out to test section 4, obtain the Distribution Characteristics of structural plane 1 at hole wall; If there is no pinnate fracture near structural plane 1, new crackle do not appear in hole wall rockmass section, then go to step E; Otherwise test failure, goes to step A and re-starts test.
F, the pressure-time curve obtained according to step D, obtain the flex point of pressure curve after closing presure valve, as shown in Figure 3 by the mode of mapping; If the value difference of this flex point is not within 15% in second time and for the third time test, then get the normal stress of the two mean value as structural plane 1; Otherwise (difference is more than 15%) gets the normal stress of flex point value as structural plane 1 of second time test.
Claims (3)
1. pressure property or a pressure shear structural plane normal stress rapid assay methods, is characterized in that step is as follows:
A, to hole according to the occurrence determination boring direction of required mensuration structural plane (1), ensure that boring (2) is through required mensuration structural plane (1), guarantee that structural plane (1) is 15-60 degree with the angle of boring (2) axis direction simultaneously;
B, the localized borehole adopting two packers (3) closing to comprise structural plane (1) form test section (4), ensure that the length of this test section is 0.5-0.8m, guarantee that the distance of the partial distance packer (3) that structural plane (1) is disclosed in boring (2) is not less than 0.15m simultaneously;
C, priority carry out three water filling pressurized circulation tests to test section (4), obtain test section pressure-time curve; Each water filling pressurized circulation test cumulative time is not less than 5 minutes, comprises water filling pressurization, closing presure valve and recovers original pressure three phases; The pressure data of two packers (3) is recorded in process of the test, and large more than the 2MPa of maximum pressure when guaranteeing the pressure ratio first time test of packer (3) in twice test next;
D, die is carried out to test section (4), obtain the Distribution Characteristics of structural plane (1) at hole wall; If there is no pinnate fracture near structural plane (1) and new crackle does not appear in hole wall rockmass section, then go to step E; Otherwise, go to step A;
E, the pressure-time curve obtained according to step C, obtain the flex point of pressure curve after closing presure valve by the mode of mapping; If the value difference of this flex point is not within 15% in second time and for the third time test, then get the normal stress of the two mean value as structural plane (1); Otherwise get the normal stress of flex point value as structural plane (1) of second time test.
2. pressure according to claim 1 or pressure shear structural plane normal stress rapid assay methods, it is characterized in that: in step C, three times water filling pressurized circulation test procedure is as follows:
C1, to test section (4) interior water filling pressurization, when flex point appears in pressure curve, close the pressure valve of compression system, this process control is at 1-2 minute; Record the decline of pressure process of test section (4), this phase lasts at least 3 minutes simultaneously; Then the water pressure opening Water filling valve recovery test section (4) is initial value, namely completes the test of first time water filling pressurized circulation;
C2, the off-test of last water filling pressurized circulation are after 2 minutes, and again to the interior water filling pressurization of test section (4), when flex point appears in pressure curve, close the pressure valve of compression system, this process control is at 1-2 minute; Record the decline of pressure process of test section (4), this phase lasts at least 3 minutes simultaneously; Then the water pressure opening Water filling valve recovery test section (4) is initial value, namely completes the test of second time water filling pressurized circulation;
C3, repetition step C2 complete the test of third time water filling pressurized circulation.
3. pressure according to claim 1 and 2 or pressure shear structural plane normal stress rapid assay methods, is characterized in that: in steps A, adopt the drill bit of diameter 76mm to hole.
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| WO2009130633A1 (en) * | 2008-04-23 | 2009-10-29 | Schlumberger Canada Limited | Rock stress modification technique |
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| CN102589767A (en) * | 2012-02-24 | 2012-07-18 | 山东大学 | Rock core internal stress field test instrument and use method thereof |
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| JP2008267089A (en) * | 2007-04-25 | 2008-11-06 | Taisei Corp | Underground gas detection device and underground gas detection method |
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| CN1818337A (en) * | 2006-03-27 | 2006-08-16 | 天地科技股份有限公司 | Testing method and apparatus for geological mechanics parameter under coal mine |
| WO2009130633A1 (en) * | 2008-04-23 | 2009-10-29 | Schlumberger Canada Limited | Rock stress modification technique |
| CN101514926A (en) * | 2009-03-20 | 2009-08-26 | 中国矿业大学 | Coal-rock mass ground stress continuous testing device and method thereof |
| CN102536156A (en) * | 2012-02-15 | 2012-07-04 | 甘肃铁道综合工程勘察院有限公司 | High-voltage packer for measuring ground stress of deep hole and method for manufacturing rubber sleeve of packer |
| CN102589767A (en) * | 2012-02-24 | 2012-07-18 | 山东大学 | Rock core internal stress field test instrument and use method thereof |
| CN103472498A (en) * | 2013-09-25 | 2013-12-25 | 中国地震局地壳应力研究所 | Novel impression testing method for measuring hydrofracturing in-situ stress |
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