CN113791013A - Continuous water injection test method for drilling holes in soil impervious body of dam of dangerous reservoir - Google Patents
Continuous water injection test method for drilling holes in soil impervious body of dam of dangerous reservoir Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 211
- 238000002347 injection Methods 0.000 title claims abstract description 98
- 239000007924 injection Substances 0.000 title claims abstract description 98
- 238000005553 drilling Methods 0.000 title claims abstract description 64
- 238000010998 test method Methods 0.000 title claims abstract description 28
- 239000002689 soil Substances 0.000 title claims description 94
- 238000012360 testing method Methods 0.000 claims abstract description 233
- 238000000034 method Methods 0.000 claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 67
- 239000010959 steel Substances 0.000 claims description 67
- 230000035699 permeability Effects 0.000 claims description 43
- 239000003673 groundwater Substances 0.000 claims description 36
- 239000000463 material Substances 0.000 claims description 17
- 230000008859 change Effects 0.000 claims description 5
- 230000008569 process Effects 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 229920006395 saturated elastomer Polymers 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 7
- 230000007547 defect Effects 0.000 description 6
- 239000004927 clay Substances 0.000 description 3
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- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
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Abstract
The invention discloses a continuous water injection test method for a drilling hole of an earth impervious body of a dam of a dangerous reservoir. The method comprises the following steps of 1: determining the position of a drilling hole; step 2: selecting a water injection test method; and step 3: carrying out a continuous water injection test of a test section above the underground water level; and 4, step 4: and carrying out a continuous water injection test of a test section below the underground water level. The method has the advantages of capability of comprehensively and accurately evaluating the seepage-proofing performance of the dam of the dangerous reservoir and convenience in operation.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower engineering investigation, in particular to a continuous water injection test method for a drilling hole of an impervious soil body of a dam of a dangerous reservoir. More specifically, it is a method for comprehensively and accurately evaluating the seepage-proofing performance of dam of dangerous reservoir by respectively adopting normal (fixed) head and drop head test methods for test sections above and below the underground water level of the dam soil seepage-proofing body in the drilling hole, and continuous and leakage-free test sections.
Background
China is the country with the most reservoirs in the world, and currently, more than 8.7 thousands of seats are available. Most of the huge reservoirs are built for a long time and are limited by lagging economic and social conditions and construction technical levels, and the dam has hidden troubles, diseases and even dangerous situations related to the dam body quality. For the dangerous reservoirs, finding out the problems of engineering quality including dam body permeability and the like is an important task of engineering investigation, and can provide reliable foundation for further implementing dam danger removal and reinforcement.
In engineering practice, a borehole water injection test is usually adopted to obtain the permeability coefficient of a soil body, and the water conservancy standard 'water injection test regulation for water conservancy and hydropower engineering (SL234-2007) and the electric power standard' water injection test regulation for borehole water injection for water and electricity engineering (NB/T35104-2017) both stipulate the test process but are still imperfect. The existing standard water injection test is carried out discontinuously in sections, is suitable for naturally formed soil bodies with uniform properties, and can use the water injection test results of one (a plurality of) test sections to represent the whole soil body; for the artificial filling soil with uneven properties, the permeability of the artificial filling soil can be comprehensively and accurately evaluated only by adopting a continuous water injection test in a test section. The technical standards of the industry also stipulate that cohesive soil with weak permeability is suitable for a water injection test by a precipitation head method, but a permeability coefficient calculation formula corresponding to a test above the underground water level cannot be given, and the cohesive soil above the underground water level objectively exists and needs to be evaluated for permeability.
In many reservoirs, the dam mainly comprises an earth impervious body earth-rock dam and a homogeneous dam, and the earth impervious body and the homogeneous dam are key impervious structures of a water retaining building. The soil anti-seepage body (including homogeneous dam) is generally formed by artificially filling cohesive soil, the material composition, the compactness and the like of the soil anti-seepage body have obvious uneven characteristics, a drilling water injection test must be continuously carried out, and test sections are not allowed to be omitted. In the test process, the water injection test method is adopted for the test section of the cohesive soil above the underground water level, and the current standard is not specifically specified.
Therefore, it is necessary to develop a continuous water injection test method for the drilling of the soil impervious body of the dam of the dangerous reservoir, which can test the soil impervious body accurately.
Disclosure of Invention
The invention aims to provide a continuous water injection test method for a dam soil seepage-proofing body drilling hole of a dangerous reservoir, which adopts a normal (fixed) water head and a drop head test method respectively for test sections above and below the underground water level of the dam soil seepage-proofing body in the drilling hole, the test sections are continuous and leak-free, so that the seepage-proofing performance of the dam of the dangerous reservoir is comprehensively and accurately evaluated, the operation is convenient, and the result is comprehensive and accurate.
In order to achieve the purpose, the technical scheme of the invention is as follows: the continuous water injection test method for the drilling of the soil impervious body of the dam of the dangerous reservoir is characterized by comprising the following steps of: comprises the following steps of (a) carrying out,
step 1: determining the position of a drilling hole;
step 2: selecting a water injection test method;
and step 3: carrying out a continuous water injection test of a test section above the underground water level;
and 4, step 4: a continuous water injection test was conducted in the test section below the groundwater level (as shown in figure 1).
In the technical scheme, in the step 1, according to the data of design, construction and the like of the dam of the dangerous reservoir, drilling holes are arranged on the axis of the top dam of the dam as exploration and test holes (as a diagram shown in figure 2 a); in fig. 2a, the dam mainly comprises two parts, namely a soil seepage-proofing body and a dam shell, wherein the seepage-proofing body is generally formed by filling cohesive soil with weak water permeability and plays a role in seepage prevention, and the dam shell is generally coarse-grained soil and plays a role in supporting; the dam shell is positioned on two sides of the soil seepage-proofing body; the soil seepage-proofing body is positioned in the middle of the dam body of the dam;
the top of the dam 1 is paved with a layer of bedding material, and the thickness of the bedding material is smaller and is generally less than 1 meter.
In the technical scheme, in the step 2, before the water injection test, the reservoir water level is measured, and the actually measured reservoir water level is used as the underground water level (unit is meter) in the dam soil seepage-proofing body;
according to the relative position relation between the test section and the underground water level, different water injection test methods are selected, and the method specifically comprises the following steps: when the test section is above the underground water level, a constant (fixed) water head water injection test is adopted; and when the test section is positioned below the underground water level, adopting a water reducing head water injection test. Each test section of the invention does not cross the underground water level.
In the above technical scheme, in step 3, the continuous water injection test of the test section above the ground water level is performed, which specifically comprises the following steps:
step 3-1: dividing a soil seepage-proofing body between the underground water level and a bedding material bottom plate into a plurality of continuous test sections from top to bottom; the segments should be continuous and have no leakage; each section of test block is 3-5 meters long; the method adjusts the length of each continuous test section according to the actual condition, prevents the test sections from crossing the underground water level, and ensures the test accuracy of the permeability coefficient of the soil body of the test sections; for parts with larger water permeability, such as crack parts, the length of the test section is shortened, the crack is arranged, and the test sections positioned above and below the crack are shorter than other test sections, so that the accuracy of the permeability coefficient test result of the soil body of the test sections is improved; the defects that the prior art adopts a fixed test segment length, the test segment possibly spans the underground water level, the permeability coefficient of the soil body of the test segment cannot be calculated, and the test error of the permeability coefficient of the soil body of the test segment is large due to the fact that the fixed test segment length is adopted for parts with high water permeability, such as crack parts;
step 3-2: drilling a hole and drilling to the first test section above the ground water level1(the length unit of the test section is meter), hitting a first layer of steel sleeve below the bedding material bottom plate, wherein the distance d between the pins of the first layer of steel sleeve and the bedding material bottom plate is 30-50 cm (shown in figure 2 b);
the first test section l of the first layer of steel sleeve above the groundwater level1The water-stopping device is separated from the soil body above the water-stopping device to play a water-stopping role, and can also maintain the stability of the hole wall and prevent the hole wall from collapsing or reducing;
during drilling, drilling without flushing fluid is adopted, and if drilling is difficult, a small amount of clear water can be added, and mud is strictly forbidden;
step 3-3: filling the borehole with water for 30 minutes to ensure that the first test section l is above the underground water level1The soil body is saturated;
step 3-4: for the first test section l above the ground water level1Carrying out a constant (fixed) head water injection test, keeping the water level in the drill hole at the orifice of the first layer of steel sleeve pipe and fixing, recording the stable injection flow (the unit is liter/minute), and calculating the permeability coefficient (the unit is centimeter/second) of the soil body at the test section by adopting a permeability coefficient formula specified by the current standard;
step 3-5: continuously following the first layer of steel casing to the first test section l above the ground water level1Drilling under the protection of the first layer of steel casing to form a second test section above water level2(the unit of the test section is meter), filling water to make the second test section above the ground water level2Saturation of soil body, second test section above ground water level2Performing a constant (constant) head flooding test (as shown in fig. 2 c);
step 3-6: repeating the steps 3-5, namely repeating the steps of the first layer of steel sleeve pipe following, drilling, water filling saturation, normal (fixed) head water injection test and the like until the last test section l above the underground water level is finishedi(length of test section is meter) water injectionTest (as shown in figure 2 d).
In the above technical scheme, in step 4, a continuous water injection test of a test section with a groundwater level below is performed, which specifically comprises the following steps:
dividing a drill hole in the soil seepage-proofing body below the underground water level into a plurality of continuous test sections from top to bottom; the segments should be continuous and have no leakage; each section of test block is 3-5 meters long; the method adjusts the length of each continuous test section according to the actual condition, prevents the test sections from crossing the underground water level, and ensures the test accuracy of the permeability coefficient of the soil body of the test sections; for parts with larger water permeability, such as crack parts, the length of the test section is shortened, the crack is arranged, and the test sections positioned above and below the crack are shorter than other test sections, so that the accuracy of the permeability coefficient test result of the soil body of the test sections is improved; the defects that the prior art adopts a fixed test segment length, the test segment possibly spans the underground water level, the permeability coefficient of the soil body of the test segment cannot be calculated, and the test error of the permeability coefficient of the soil body of the test segment is large due to the fact that the fixed test segment length is adopted for parts with high water permeability, such as crack parts;
step 4-1: pipe following and drilling;
continuing to follow the first layer of steel sleeve to the test section liThe bottom, namely the base pin of the first layer of steel sleeve is flush with the ground water level, and the first test section l below the ground water level is formed by drilling under the protection of the first layer of steel sleevei+1(the length of the block is in meters);
step 4-2: performing a water injection test;
for the first test section l below the ground water leveli+1Performing a water injection test (as shown in fig. 2 d), recording the change conditions of the water head drop and the duration time in the first layer of steel sleeve, and calculating the permeability coefficient (unit is centimeter per second) of the soil body at the test section by adopting a permeability coefficient formula specified by the current standard;
step 4-3: pipe following and drilling
Adopting a second layer of steel sleeve pipe to follow the pipe, wherein the foot of the second layer of steel sleeve pipe is positioned below the underground water leveli+1A bottom; drilling under the protection of a second layer of steel sleeve to form a second test section l below the underground water leveli+2(the length of the block is in meters);
step 4-4: performing a water injection test;
for the second test section below the ground water leveli+2Performing a falling head water injection test (as shown in fig. 2 e); recording the change conditions of the drop and the duration of the water head in the second layer of steel sleeve, and calculating the permeability coefficient (unit is centimeter per second) of the soil body at the test section by adopting a permeability coefficient formula specified by the current standard;
and 4-5: continuing to carry out pipe following, drilling and water injection tests;
and (4) repeating the steps 4-3 and 4-4, namely repeating the steps of pipe following, drilling, water injection and the like until the water injection test of all test sections below the underground water level is completed.
In the technical scheme, the outer diameter of the first layer of steel sleeve is 168 mm;
the outer diameter of the second layer of steel sleeve is smaller than that of the first layer of steel sleeve.
In the above technical solution, in step 4-5, when the pipe following is difficult, the third, fourth and fifth steel sleeve pipe following with smaller outer diameter specifications, such as 127 mm, 108 mm and 89 mm of outer diameter, can be adopted in sequence. The invention takes a casing pipe with an external diameter specification as a casing pipe structure of one layer, for example, 158 mm, 146 mm and 127 mm, the casing pipe structure is respectively called as a first layer steel casing pipe, a second layer steel casing pipe and a third layer steel casing pipe, the external diameter of the first layer steel casing pipe is larger than that of the second layer steel casing pipe, the external diameter of the second layer steel casing pipe is larger than that of the third layer steel casing pipe, and the like.
The continuous water injection test method for the drilling of the soil seepage-proofing body of the dam of the dangerous reservoir, provided by the invention, has the following beneficial effects:
(1) aiming at the characteristic of uneven filling soil, a continuous water injection test is carried out on the soil seepage-proofing body, any test section is not omitted, and the seepage-proofing performance of the dam of the dangerous reservoir can be comprehensively and accurately evaluated; the defects that the water injection test is carried out by adopting discontinuous and discontinuous drilling holes in the prior art, the permeability coefficients are small, and the soil impermeable body (namely the clay soil above the underground water level) impermeable performance is evaluated inaccurately according to the permeability coefficients are overcome; according to the invention, continuous water injection and continuous pipe following are adopted, and the second layer of steel sleeve and the third layer of steel sleeve are considered until the first layer of steel sleeve follows the first layer of steel sleeve, so that the required steel sleeves have few types of external diameter sizes, the working procedures are simple, labor and time are saved, and the engineering application is more convenient; the defect that a continuous water injection test is difficult to carry out according to a traditional intermittent water injection test method (a conventional water injection test only can carry out 1-2 sections of water injection tests at each time due to equipment limitation, a casing pipe (namely a conventional pipe following) needs to be laid down when the conventional water injection test carries out the test at each time, the hole sections above the test are mutually isolated from the test section, a second layer of casing pipe needs to be laid down when water injection is carried out on another test section, a third layer of casing pipe needs to be laid down when water injection is carried out on a third test section, the process of laying the casing pipe (namely the conventional pipe following) is complex, each layer of casing pipe is laid down from an orifice to the test section, the required steel casing pipe has multiple outer diameter sizes, and the labor and time are consumed);
(2) the reservoir water level which is observed immediately is used as the underground water level in the dam soil seepage-proofing body, so that more working hours required for observing the stable underground water level in the cohesive soil can be saved; the defects that the underground water level in the dam soil seepage-proofing body is observed manually in the prior art, the stable underground water level needs a long time (the underground water level is stable for 1-2 days or even longer), and most of manually observed water levels are false water levels and are poor in accuracy in engineering practice are overcome; according to the invention, by utilizing the direct hydraulic connection between the seepage-proofing body and the reservoir water, the reservoir water level observed immediately is used as the underground water level in the dam soil seepage-proofing body, so that the time is saved, and the accuracy of the reservoir water level observed immediately as the underground water level in the dam soil seepage-proofing body is higher than that of a false water level observed manually, so that the calculation requirement of the permeability coefficient is met;
(3) the method is characterized in that a test section above the underground water level of a dam soil anti-seepage body is filled with water in advance, and the problem that the existing standard adopts a water injection test method for viscous soil above the underground water level, which is not specified specifically and cannot be accurately tested is solved for simulating the water saturation state of the soil body by adopting a normal (fixed) water head water injection test.
Drawings
FIG. 1 is a flow chart of the present invention.
Fig. 2 is a schematic diagram of the working principle.
Fig. 2a is a schematic view of the working principle of the drilling arrangement of the present invention.
FIG. 2b is a schematic diagram of the operation of the first test section above the groundwater level according to the present invention.
FIG. 2c is a schematic diagram of the operation of the second test section above the groundwater level according to the present invention.
FIG. 2d is a schematic diagram of the working principle of the formation of the upper and lower adjacent test sections of the groundwater level according to the present invention.
Figure 2e is a schematic diagram of the operation of the second test section of the invention below the groundwater level.
Fig. 2a, 2b, 2c, 2d and 2e are each stage of the schematic diagram of the working principle of the present invention.
L in FIG. 2b1The first test section above the ground water level; d is the distance between the steel sleeve pin and the bedding material bottom plate.
L in FIG. 2c1The first test section above the ground water level; l2The second test section is above the ground water level; d is the distance between the steel sleeve pin and the bedding material bottom plate.
L in FIG. 2diThe ith test section, namely the last test section above the groundwater level; li+1The (i + 1) th test section, i.e. the first test section below the groundwater level.
L in FIG. 2ei+1The (i + 1) th test section is the first test section below the underground water level; li+2The (i + 2) th test section, i.e. the second test section below the groundwater level.
In the figure, 1-dam, 2-dam axis, 3-drilling, 4-soil impermeable body, 5-dam shell, 6-bedding material, 7-reservoir water level, 8-first layer of steel sleeve, 9-underground water level in the soil impermeable body, and 10-second layer of steel sleeve.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
Examples
The invention is explained in detail by taking the embodiment of the invention as an example, and has the guiding function of being applied to the permeability detection of dam bodies of other dangerous reservoir dams.
In the embodiment, a continuous water injection test of drilling holes in the soil impervious body is carried out on the dam body of the dam of the dangerous reservoir.
In this embodiment, the method for testing continuous water injection by drilling holes in the soil impervious body of the dam of the dangerous reservoir comprises the following steps:
step 1: determining the position of a drilling hole;
step 2: selecting a water injection test method;
and step 3: carrying out a continuous water injection test of a test section above the underground water level;
and 4, step 4: a continuous water injection test was conducted in the test section below the groundwater level (as shown in figure 1).
In the step 1, before the exploration work is carried out, determining that the dam type of a dam 1 is an earth and rockfill partition dam of a core wall of an earth impervious body by collecting relevant design, construction and other data of the dam of a dangerous reservoir, wherein the axis 2 of the dam is positioned on the upstream side of the center of the top of the dam, and the elevation of the top of the dam is 67.1 meters; the soil seepage-proofing body 4 mainly comprises clay, silty clay and other cohesive soils, and a layer of sandstone bedding material with the thickness of 0.3 m is paved between the dam crest and the core wall of the soil seepage-proofing body; in order to find out the permeability of the cohesive soil impervious body, a drill hole 3 (shown in figure 2 a) is arranged on the axis 2 of the dam top dam to be used as a exploration and test hole, and a continuous water injection test is carried out.
In the step 3, the soil seepage-proofing body between the underground water level and the bedding material bottom plate is divided into two test sections, the elevations of the first test section and the second test section from top to bottom are 66.3-62.5 meters and 62.5-60.1 meters respectively, the test sections are 3.8 meters and 2.4 meters respectively, the subsection should be continuous, no section leakage occurs, and the test sections do not cross the underground water level.
Drilling and drilling to the first test section1(the length of the test segment is 3.8 meters) at the bottom elevation of 62.5 meters, a first layer of steel sleeve 8 with the outer diameter of 168 millimeters is punched to the elevation below the bedding material bottom plate of 66.3 meters, and the distance d between the pin of the first layer of steel sleeve 8 and the bedding material bottom plate is 30 centimeters (as shown in figure 2 b); in the drilling process, generally, drilling without flushing fluid is adopted, and a small amount of clear water can be added when the drilling in a local section is difficult, and mud is not used;
filling the borehole with water for 30 minutes to ensure that the test section l1Soil saturation;
to test section l1Performing constant (fixed) head water injection test, keeping the water level in the hole at the orifice of the first steel sleeve 8 on the first layer and constant, recording the stable injection flow (unit is liter/minute), and calculating the first test section l by adopting the permeability coefficient formula specified by the current standard1The soil permeability coefficient is 5.8 multiplied by 10－6Centimeter per second;
the first steel sleeve 8 with the external diameter of 168 mm is continuously followed to the test section l1Drilling at the position with the bottom elevation of 62.5 meters under the protection of the first layer of steel sleeve 8 to form a second test section l2(2.4 m length of test section), filling water to ensure that the test section I2Saturation of soil, to test section l2A constant (constant) head water injection test (as shown in FIG. 2 c) is performed, and a second test section l is calculated2The soil permeability coefficient is 3.1 multiplied by 10－6Cm/sec.
In step 4, the first layer of steel sleeve 8 with the external diameter of 168 mm is continuously tracked to a test section l2The position with the bottom elevation of 60.1 meters, namely the pin of the first layer of steel sleeve 8 is flush with the ground water level, and the first test section l below the ground water level is formed by drilling under the protection of the first steel sleeve 83(the elevation of the test section is 60.1-55.1 m, the length is 5.0 m), and the test section l is tested3Performing a head-reducing water injection test (as shown in FIG. 2 d), recording the change of the head falling and the duration in the first layer of steel casing 8, and calculating the permeability coefficient of the soil body of the test section to be 1.7 × 10 by using the permeability coefficient formula specified by the current standard－6Centimeter per second;
using an outer diameter 14A second layer of steel sleeve 10 with the diameter of 6 mm, and the pin of the second layer of steel sleeve 10 is arranged down to the test section l3At the position of 55.1 meters of bottom elevation, under the protection of the second layer of steel sleeve 10, drilling to form a second test section l below the underground water level4(test section height is 55.1-50.6 m, length is 4.5 m), test section l4Performing a water injection test (as shown in FIG. 2 e), and calculating to obtain a test section l4The soil permeability coefficient is 5.8 multiplied by 10－6Centimeter per second; and repeating the steps of pipe following, drilling, water injection and the like (wherein a third layer of steel sleeve 10 with the outer diameter of 127 mm is used for wall protection and water stop in a test section with the height of 47.6 m or less), and sequentially completing the water injection test of all test sections below the underground water level.
The results of the continuous water injection test for the drilled holes in the present example are shown in table 1.
TABLE 1 table of the results of the continuous water injection test in drilling
The permeability coefficient measured by the method is accurate and is consistent with the reality.
The method for testing continuous water injection by drilling the soil impervious body of the dam of the dangerous reservoir, provided by the invention, is successfully applied to danger-removing and reinforcing engineering investigation of a plurality of dangerous reservoirs, such as a plum store in Wuhan city in Hubei province, a three-way river reservoir in Nanzhang county in Hubei province, Zhengjia river reservoirs in Xiaogan city in Hubei province and the like. The method makes up the defects of the related existing industrial technical standards, the continuous water injection test method is more perfect, the test result of the soil seepage-proofing body is more comprehensive, and the conclusion of evaluating the seepage-proofing performance of the soil seepage-proofing body of the dam of the dangerous reservoir is more accurate and reliable.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.
Other parts not described belong to the prior art.
Claims (7)
1. The continuous water injection test method for the drilling of the soil impervious body of the dam of the dangerous reservoir is characterized by comprising the following steps of: comprises the following steps of (a) carrying out,
step 1: determining the position of a drilling hole;
step 2: selecting a water injection test method;
and step 3: carrying out a continuous water injection test of a test section above the underground water level;
and 4, step 4: and carrying out a continuous water injection test of a test section below the underground water level.
2. The test method of continuous water injection by drilling holes in the impervious soil body of the dam of the dangerous reservoir as claimed in claim 1, wherein: in the step 1, according to relevant design and construction data of the dam of the dangerous reservoir, drilling holes (3) are arranged on an axis (2) of the top dam of the dam as exploration and test holes;
the dam (1) comprises a soil impervious body (4) and a dam shell (5);
the dam shell (5) is positioned at two sides of the soil seepage-proofing body (4); the soil seepage-proofing body (4) is positioned in the middle of the dam body of the dam;
the top of the dam (1) is paved with a layer of bedding material (6).
3. The test method of continuous water injection by drilling holes in the impervious soil body of the dam of the dangerous reservoir as claimed in claim 2, wherein: step 2, before the water injection test, measuring a reservoir water level (7), and taking the actually measured reservoir water level as an underground water level in the dam soil seepage-proofing body;
according to the relative position relation between the test section and the underground water level, different water injection test methods are selected, and the method specifically comprises the following steps: when the test section is above the underground water level, adopting a constant head water injection test; and when the test section is positioned below the underground water level, adopting a water reducing head water injection test.
4. The test method of continuous water injection by drilling holes in the impervious soil body of the dam of the dangerous reservoir as claimed in claim 3, wherein: in step 3, a continuous water injection test of a test section above the underground water level is carried out, and the method specifically comprises the following steps:
step 3-1: dividing a soil seepage-proofing body between an underground water level (9) and a base plate of a bedding material (6) into a plurality of continuous test sections from top to bottom, wherein the length of each test section is 3-5 m;
step 3-2: drilling a hole and drilling to the first test section above the ground water level1The method comprises the following steps of (1) striking a first layer of steel sleeve (8) to be below a base plate of a bedding material (6), wherein the distance d between a base pin of the first layer of steel sleeve (8) and the base plate of the bedding material (6) is 30-50 cm;
the first layer of steel sleeve (8) is used for testing the first test section l above the ground water level1Isolated from the soil above it;
drilling without flushing fluid in the drilling process, and adding a small amount of clear water when the drilling is difficult;
step 3-3: filling the borehole with water for 30 minutes to ensure that the first test section l is above the underground water level1The soil body is saturated;
step 3-4: for the first test section l above the ground water level1Carrying out a constant head water injection test, keeping the water level in the drill hole at the pipe orifice of the first layer of steel sleeve (8) and fixing, recording the stable injection flow, and calculating the permeability coefficient of the soil body of the test section by adopting a permeability coefficient formula;
step 3-5: continuously following the first layer of steel sleeve (8) to a first test section l above the ground water level1A second test section l above the water level is formed by drilling under the protection of the first layer of steel sleeve (8)2Filling water to a second test section l above the ground water level2Saturation of soil body, second test section above ground water level2Carrying out a constant head water injection test;
step 3-6: repeating the steps 3-5 until the last test section l above the underground water level is finishediWater flooding test (2).
5. The test method of continuous water injection by drilling holes in the impervious soil body of dam of dangerous reservoir as claimed in claim 4, wherein: in the step 4, a continuous water injection test of a test section with the underground water level below is carried out, and the method specifically comprises the following steps:
dividing a drill hole in the soil impervious body below the underground water level (9) into a plurality of continuous test sections from top to bottom; each section of test block is 3-5 meters long;
step 4-1: pipe following and drilling;
continuously following the first layer of steel sleeve (8) to a test section liThe bottom, namely the base pin of the first layer of steel sleeve (8) is flush with the ground water level, and the first test section l below the ground water level is formed by drilling under the protection of the first layer of steel sleeve (8)i+1；
Step 4-2: performing a water injection test;
for the first test section l below the ground water leveli+1Carrying out a water injection test of a water head, recording the change conditions of the falling and the duration of the water head in the first layer of steel sleeve (8), and calculating the permeability coefficient of the soil body of the test section by adopting a permeability coefficient formula;
step 4-3: pipe following and drilling
A second layer of steel sleeve (10) is adopted to follow the pipe, and the pipe foot of the second layer of steel sleeve (10) is arranged below the underground water level in a first test section li+1A bottom; a second test section l below the underground water level is formed by drilling under the protection of a second layer of steel sleeve (10)i+2；
Step 4-4: performing a water injection test;
for the second test section below the ground water leveli+2Carrying out a water injection test of a falling water head; recording the change conditions of the descent and the duration of the water head in the second layer of steel sleeve (10), and calculating the permeability coefficient of the soil body of the test section by adopting a permeability coefficient formula;
and 4-5: continuing to carry out pipe following, drilling and water injection tests;
and (4) repeating the step 4-3 and the step 4-4 until the water injection tests of all test sections below the underground water level are completed.
6. The test method of continuous water injection by drilling holes in the impervious soil body of dam of dangerous reservoir as claimed in claim 5, wherein: the outer diameter of the first layer of steel sleeve (8) is 168 mm;
the outer diameter of the second layer of steel sleeve (10) is smaller than that of the first layer of steel sleeve (8).
7. The test method of continuous water injection by drilling holes in the impervious soil body of the dam of the dangerous reservoir as claimed in claim 6, wherein: in the step 4-5, when the pipe following is difficult, a second layer of steel sleeve (10) with a smaller external diameter specification is adopted for pipe following in sequence.
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101713189A (en) * | 2008-10-06 | 2010-05-26 | 吴保全 | Construction process of floral tube dry filling piles |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN105370285A (en) * | 2015-12-15 | 2016-03-02 | 中核第四研究设计工程有限公司 | Method for preventing decline of underground water level in uranium mining through in-situ leaching |
| CN105784562A (en) * | 2016-03-08 | 2016-07-20 | 同济大学 | Transparent soil test device used for simulating seepage of foundation pit dewatering confined aquifer underground water |
| CN105823718A (en) * | 2016-04-11 | 2016-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Method for confirming water injection level of drilling hole and constant head water injection test |
| CN105951704A (en) * | 2016-05-19 | 2016-09-21 | 中国电建集团成都勘测设计研究院有限公司 | Testing apparatus and method for on-site standard water injection by bore hole |
| CN106018234A (en) * | 2016-05-19 | 2016-10-12 | 中国电建集团成都勘测设计研究院有限公司 | Borehole based in-situ simple water injection test device and test method |
| CN107515987A (en) * | 2017-08-25 | 2017-12-26 | 中国地质大学（北京） | The simulation accelerated method of Groundwater Flow based on more relaxation Lattice Boltzmann models |
-
2021
- 2021-08-31 CN CN202111010239.3A patent/CN113791013A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101713189A (en) * | 2008-10-06 | 2010-05-26 | 吴保全 | Construction process of floral tube dry filling piles |
| CN103741694A (en) * | 2013-12-25 | 2014-04-23 | 长江勘测规划设计研究有限责任公司 | Method for controlling leakage of grouting treatment vertical type asphalt concrete core wall earth-rock dam |
| CN105370285A (en) * | 2015-12-15 | 2016-03-02 | 中核第四研究设计工程有限公司 | Method for preventing decline of underground water level in uranium mining through in-situ leaching |
| CN105784562A (en) * | 2016-03-08 | 2016-07-20 | 同济大学 | Transparent soil test device used for simulating seepage of foundation pit dewatering confined aquifer underground water |
| CN105823718A (en) * | 2016-04-11 | 2016-08-03 | 中国电建集团成都勘测设计研究院有限公司 | Method for confirming water injection level of drilling hole and constant head water injection test |
| CN105951704A (en) * | 2016-05-19 | 2016-09-21 | 中国电建集团成都勘测设计研究院有限公司 | Testing apparatus and method for on-site standard water injection by bore hole |
| CN106018234A (en) * | 2016-05-19 | 2016-10-12 | 中国电建集团成都勘测设计研究院有限公司 | Borehole based in-situ simple water injection test device and test method |
| CN107515987A (en) * | 2017-08-25 | 2017-12-26 | 中国地质大学（北京） | The simulation accelerated method of Groundwater Flow based on more relaxation Lattice Boltzmann models |
Non-Patent Citations (2)
| Title |
|---|
| 劳正绍;: "水库防渗灌浆工程质量检测的要点探讨", 中国水能及电气化, no. 05, 31 May 2013 (2013-05-31), pages 4 - 5 * |
| 张贻火;: "钻孔注水试验方法浅析", 资源环境与工程, 31 October 2008 (2008-10-31), pages 203 - 205 * |
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