CN113791013B - Test method for continuous water injection through drilling holes in soil impermeable body of dam in dangerous reservoir - Google Patents
Test method for continuous water injection through drilling holes in soil impermeable body of dam in dangerous reservoir Download PDFInfo
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Abstract
本发明公开了一种病险水库大坝土质防渗体钻孔连续注水试验方法。它包括如下步骤，步骤1：确定钻孔位置；步骤2：选择注水试验方法；步骤3：进行地下水位以上试段的连续注水试验；步骤4：进行地下水位以下试段的连续注水试验。本发明具有能全面、准确评价病险水库大坝防渗性能，操作便捷的优点。
The present invention discloses a method for continuous water injection test of soil anti-seepage body of dangerous reservoir dam. The method comprises the following steps: step 1: determining the drilling position; step 2: selecting the water injection test method; step 3: conducting a continuous water injection test of the test section above the groundwater level; step 4: conducting a continuous water injection test of the test section below the groundwater level. The present invention has the advantages of being able to comprehensively and accurately evaluate the anti-seepage performance of dangerous reservoir dams and being easy to operate.
Description
Technical Field
The invention relates to the technical field of water conservancy and hydropower engineering investigation, in particular to a method for testing continuous water injection of a soil seepage-proofing body drill hole of a dam of a disease reservoir. More specifically, the method is a method for comprehensively and accurately evaluating the seepage prevention performance of the dam of the disease reservoir by adopting constant water head and water drop test methods for test sections above and below the ground water level of the soil seepage prevention body of the dam in a drilling hole and continuously and non-leaking test sections.
Background
For the danger reservoir, the problems of engineering quality including dam permeability and the like are found out, which is an important task of engineering investigation, and a reliable foundation basis can be provided for further implementing dam danger removal reinforcement.
In engineering practice, a drilling water injection test is generally adopted to obtain the permeability coefficient of a soil body, and the test process is regulated by a water conservancy standard, namely water conservancy and hydropower engineering water injection test procedure (SL 234-2007) and an electric power standard, namely water injection test procedure for drilling water electrolysis engineering (NB/T35104-2017), but is still imperfect. The current standard water injection test is carried out discontinuously in sections, is suitable for naturally formed soil with uniform properties, and can be used for representing the whole soil by using water injection test results of one (a plurality of) test sections, and for artificial filling soil with nonuniform properties, the permeability of the soil can be comprehensively and accurately evaluated by adopting continuous water injection tests of the test sections. The above industry technical standards also provide that the cohesive soil with weaker permeability is suitable for the water injection test by the water fall method, but a permeability coefficient calculation formula corresponding to the test above the groundwater level cannot be given, and the cohesive soil above the groundwater level exists objectively and also has the need of evaluating the permeability.
In many reservoirs, the dam mainly comprises an earth-impermeable body earth-rock dam and a homogeneous dam, and the earth-impermeable body and the homogeneous dam are key impermeable structures of a water retaining building. The soil anti-seepage body (including the homogeneous dam) is generally formed by manually filling viscous soil, has obvious non-uniform characteristics of material composition, compactness and the like, and the drilling water injection test must be continuously carried out, so that omission is not allowed in the test section. In the test process, the water injection test method is adopted for the viscous soil test section above the underground water level, and the current standard is not specified.
Therefore, it is necessary to develop a method for testing the soil seepage-proofing body drilling continuous water injection test of the dam of the disease risk reservoir with accurate test.
Disclosure of Invention
The invention aims to provide a continuous water injection test method for a dam soil seepage prevention body of a disease risk reservoir, which adopts constant water head and water drop test methods respectively for test sections above and below the ground water level of the dam soil seepage prevention body in the drill holes, and the test sections are continuous and non-leakage so as to comprehensively and accurately evaluate the seepage prevention performance of the dam of the disease risk reservoir, and the method is convenient to operate and comprehensive and accurate in result.
In order to achieve the aim, the technical scheme of the invention is that the method for testing the continuous water injection of the soil seepage-proofing body of the dam of the disease-risk reservoir by drilling is characterized by comprising the following steps of,
Step 1, determining a drilling position;
Step 2, selecting a water injection test method;
step 3, performing continuous water injection test of the test section above the underground water level;
and 4, carrying out continuous water injection test (shown in figure 1) of the test section below the underground water level.
In the technical scheme, in the step 1, according to the data about the design, construction and the like of a dam of a disease water reservoir, drill holes are arranged on the axis of the dam top of the dam as exploration and test holes (as shown in a diagram shown in fig. 2 a), wherein in fig. 2a, the dam mainly consists of an earth impermeable body and a dam shell, the impermeable body is generally filled by cohesive soil with weaker water permeability and plays a role in impermeable, and the dam shell is generally coarse-grained soil and plays a role in supporting;
The top of the dam 1 is paved with a layer of cushion material, and the thickness of the cushion material is smaller, generally smaller than 1 meter.
In the technical scheme, in the step 2, before a water injection test, measuring the water level of a reservoir, and taking the measured water level of the reservoir as the underground water level (the unit is meters) in an earth impermeable body of a dam;
According to the relative position relation between the test section and the underground water level, different water injection test methods are selected, specifically, when the test section is positioned above the underground water level, a constant water head water injection test is adopted, and when the test section is positioned below the underground water level, a water drop head water injection test is adopted. Each test section of the invention does not cross the ground water level.
In the above technical scheme, in step 3, continuous water injection test of the test section above the groundwater level is performed, and specifically includes the following steps:
The method comprises the steps of 3-1, dividing a soil impermeable body between a ground water level and a bedding material bottom plate into a plurality of continuous test sections from top to bottom, continuously dividing the test sections into sections which are not leaked, adjusting the length of each continuous test section according to actual conditions, preventing the test sections from crossing the ground water level, ensuring the test accuracy of the permeability coefficient of a test section soil body, shortening the test section length for a part with high permeability such as a crack part, setting cracks and test sections positioned above and below the cracks to be shorter than other test sections, improving the accuracy of the test result of the permeability coefficient of the test section soil body, and overcoming the defects that the prior art adopts fixed test section length, possibly causes the test section to cross the ground water level, cannot calculate the permeability coefficient of the test section soil body and adopts fixed test section length for a part with high permeability such as the crack part, so that the test error of the permeability coefficient of the test section soil body is large;
Step 3-2, perforating and drilling to the bottom of a first test section l 1 (the length unit of the test section is meter) above the underground water level, and punching a first layer of steel sleeve below a bedding material bottom plate, wherein the distance d between a pin 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 1 above the underground water level is isolated from the soil body on the first layer of steel sleeve to play a role in stopping water, and meanwhile, the stability of the hole wall can be maintained, and the collapse or diameter shrinkage of the hole wall can be prevented;
In the drilling process, flushing fluid-free drilling is adopted, if drilling is difficult, a small amount of clean water can be added, and mud is strictly forbidden;
Step 3-3, filling water into the drill hole for 30 minutes to saturate the soil body of the first test section l 1 above the underground water level;
Step 3-4, performing constant water head water injection test on a first test section l 1 above the underground water level, keeping the water level in a drilled hole at the orifice of a first layer of steel sleeve and constant, recording stable injection flow (in liters/min), and calculating the permeability coefficient (in cm/s) of the soil body of the test section by adopting a permeability coefficient formula specified by the current standard;
Step 3-5, continuing to follow the first layer of steel sleeve to the bottom of the first test section l 1 above the underground water level, drilling under the protection of the first layer of steel sleeve to form a second test section l 2 (the test section length unit is meter) above the water level, filling water to saturate the soil body of the second test section l 2 above the underground water level, and performing a constant water head water injection test (shown in figure 2 c) on the second test section l 2 above the underground water level;
and 3-6, repeating the steps of 3-5, namely repeating the steps of the first layer of steel casing pipe following, drilling, water filling saturation, constant (fixed) head water injection test and the like until the water injection test of the last test section l i (the length unit of the test section is meter) above the underground water level is completed (as shown in figure 2 d).
In the above technical scheme, in step 4, continuous water injection test of the test section below the groundwater level is performed, and specifically includes the following steps:
The invention adjusts the length of each continuous test section according to actual conditions to prevent the test section from crossing the ground water level and ensure the accuracy of the test of the permeability coefficient of the test section soil body, shortens the length of the test section for the part with higher permeability such as a crack part, sets the crack and the test section positioned above and below the crack to be shorter than other test sections, improves the accuracy of the test result of the permeability coefficient of the test section soil body, and overcomes the defects that the prior art adopts the fixed test section length, possibly leads to the test section crossing the ground water level and can not calculate the permeability coefficient of the test section soil body and the part with higher permeability such as the crack part adopts the fixed test section length and leads to the large test error of the permeability coefficient of the test section soil body;
step 4-1, following a pipe and drilling;
Continuing to follow the first layer steel sleeve to the bottom of the test section l i, namely, the pin of the first layer steel sleeve is level with the underground water level, and drilling under the protection of the first layer steel sleeve to form a first test section l i+1 (the length unit of the test section is meter) below the underground water level;
Step 4-2, water injection test;
Carrying out a water injection test of a water drop head on a first test section l i+1 below the underground water level (shown in figure 2 d), recording the change condition of water drop head drop and duration time in a first layer of steel casing, and calculating the permeability coefficient (in cm/s) of the soil body of the test section by adopting a permeability coefficient formula specified by the current standard;
Step 4-3, following pipe and drilling
Drilling under the protection of the second layer of steel sleeve to form a second test section l i+2 (the length unit of the test section is m) below the underground water level;
Step 4-4, water injection test;
Carrying out a water injection test of a water drop head on a second test section l i+2 below the underground water level (as shown in figure 2 e), recording the change condition of the water drop head and the duration time in the second layer of steel casing, and calculating the permeability coefficient (in cm/s) of the soil body of the test section by adopting a permeability coefficient formula specified by the current standard;
step 4-5, continuing the following pipe, drilling and water injection test;
and (3) repeating the steps 4-3 and 4-4, namely repeating the following pipe, drilling, water injection and other steps 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 scheme, in step 4-5, when the pipe is difficult to be followed, the third, fourth and fifth steel bushings with smaller outer diameter specifications, such as 127 mm, 108 mm, 89 mm, etc. of outer diameter can be adopted in sequence. The invention takes a sleeve with an outer diameter specification as a sleeve structure, such as 158 mm, 146 mm and 127 mm, which are respectively and correspondingly called a first layer of steel sleeve, a second layer of steel sleeve and a third layer of steel sleeve, wherein the outer diameter of the first layer of steel sleeve is larger than that of the second layer of steel sleeve, the outer diameter of the second layer of steel sleeve is larger than that of the third layer of steel sleeve, and the like.
The continuous water injection test method for the earth anti-seepage body drilling of the dam of the disease risk reservoir has the following beneficial effects:
(1) Aiming at the characteristic of uneven filling soil, the invention carries out continuous water injection test on the soil impermeable body, does not miss any test section, can comprehensively and accurately evaluate the impermeable performance of a dam of a disease reservoir, overcomes the defects that the prior art adopts intermittent and discontinuous drilling to carry out water injection test, has smaller permeability coefficient, evaluates the impermeable performance of the soil impermeable body (namely viscous soil above the groundwater level) according to the permeability coefficient, adopts continuous water injection and continuous heel pipe, does not consider the second layer steel sleeve and the third layer steel sleeve until the first layer steel sleeve is stationary, has few outer diameter sizes of the required steel sleeve, has simple working procedures, saves labor and time, is more convenient for engineering application, overcomes the defect that the continuous water injection test is difficult according to the traditional intermittent water injection test method (the conventional water injection test only can carry out 1-2 sections of water injection test at each time, and needs to put down the sleeve (namely the conventional heel pipe) when the test is carried out each time, the hole section above the test is mutually isolated from the test section and the test section, and then takes down the second layer steel sleeve and the third layer steel sleeve needs to put down until the first layer steel sleeve is stationary, and the third layer steel sleeve has the outer diameter is more than the required to take time when the conventional test section is down, and the diameter of the sleeve is more than the conventional test section is more than the required to take time;
(2) The invention uses the immediate observation reservoir water level as the ground water level in the dam soil anti-seepage body, can save more man-hour needed by observing the stable ground water level in the viscous soil, overcomes the defects that the prior art needs a long time for observing the stable ground water level (the ground water level stabilizing time is 1-2 days, even longer), and most of the manually observed water level is false water level and poor accuracy in engineering practice;
(3) The water filling test section above the ground water level of the earth impervious body of the dam is filled with water in advance, so that the water filling state of the soil body is simulated by adopting a constant water head water filling test, and the problem that the water filling test method adopted by the viscous soil test section above the ground water level in the current standard is not specified and cannot be accurately tested is solved.
Drawings
Fig. 1 is a flow chart of the operation of the present invention.
Fig. 2 is a schematic diagram of the working principle.
Fig. 2a is a schematic diagram of the working principle of the drilling arrangement of the present invention.
Fig. 2b is a schematic diagram of the working principle of the first test section above the ground water level according to the present invention.
Fig. 2c is a schematic diagram of the working principle of the second test section above the ground water level.
Fig. 2d is a schematic diagram of the working principle of the invention formed by upper and lower adjacent test sections of the groundwater level.
Fig. 2e is a schematic diagram of the working principle of the second test section below the ground water level according to the present invention.
Fig. 2a, 2b, 2c, 2d and 2e are schematic views illustrating various stages of the working principle of the present invention.
L 1 in FIG. 2b is the first test section above the groundwater level, and d is the distance between the steel bushing pins and the mat base plate.
L 1 in fig. 2c is the first test section above the ground level, l 2 is the second test section above the ground level, and d is the distance between the steel bushing pin and the mat base plate.
L i in fig. 2d is the i-th test section, i.e. the last test section above the groundwater level, and l i+1 is the i+1th test section, i.e. the first test section below the groundwater level.
L i+1 in fig. 2e is the (i+1) th test section, i.e. the first test section below the groundwater level, and l i+2 is the (i+2) th test section, i.e. the second test section below the groundwater level.
In the figure, 1-dam, 2-dam axis, 3-drill hole, 4-soil anti-seepage body, 5-dam shell, 6-bedding material, 7-reservoir water level, 8-first layer steel sleeve, 9-ground water level in the soil anti-seepage body and 10-second layer steel sleeve.
Detailed Description
The following detailed description of the invention is, therefore, not to be taken in a limiting sense, but is made merely by way of example. While making the advantages of the present invention clearer and more readily understood by way of illustration.
Examples
The invention is described in detail by taking the permeability detection of the dam body of a certain danger reservoir as an embodiment, and the method has a guiding effect on the permeability detection of the dam body of other danger reservoirs.
In the embodiment, continuous water injection test of soil seepage prevention body drilling is carried out on a dam body of a dam of a disease risk reservoir.
In this embodiment, a method for drilling and continuously injecting water into an earth impermeable body of a dam of a disease risk reservoir includes the following steps:
step 1, determining a drilling position;
Step 2, selecting a water injection test method;
step 3, performing continuous water injection test of the test section above the underground water level;
and 4, carrying out continuous water injection test (shown in figure 1) of the test section below the underground water level.
In the step 1, before investigation work is carried out, data about design, construction and the like of a dam of a disease and water reservoir are collected, a dam 1 is determined to be an earth impermeable body core wall partition earth-rock dam, a dam axis 2 is positioned on the upstream side of the center of a dam top, the height of the dam top is 67.1 meters, an earth impermeable body 4 mainly comprises clay, powdery clay and other viscous soil, a layer of sand and stone cushion material with the thickness of 0.3 meter is paved between the dam top and the earth impermeable body core wall, and in order to find out the permeability of the viscous earth impermeable body, a drill hole 3 (shown as a figure 2 a) is arranged on the dam top axis 2 as an exploration test hole, and continuous water injection test is carried out.
In the step 2, before the water injection test, the water gauge (or the water gauge can be measured by a measuring instrument) arranged at the periphery of the reservoir is used for determining that the water level 7 of the reservoir is 60.1 meters, the water level is used as the underground water level in the soil impermeable body of the dam, and different water injection test methods are selected according to the relative position relation between the test section and the underground water level 9 in the soil impermeable body, wherein when the test section is above 60.1 meters of the underground water level, a constant water head water injection test is adopted, and when the test section is below 60.1 meters of the underground water level, a water drop head water injection test specified by the current standard is adopted.
In the step 3, the soil anti-seepage body between the underground water level and the bottom plate of the bedding material is divided into two test sections, the heights 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 lengths of the test sections are 3.8 meters and 2.4 meters respectively, the sections are continuous, the sections are not leaked, and the test sections do not cross the underground water level.
Drilling holes to 62.5 m of the bottom height of a first test section l 1 (the length of the test section is 3.8 m), and punching a first layer of steel sleeve 8 with the outer diameter of 168 mm to 66.3 m below a bedding material bottom plate, wherein the distance d between the pin of the first layer of steel sleeve 8 and the bedding material bottom plate is 30 cm (as shown in figure 2 b);
Filling water into the drill hole for 30 minutes to saturate the soil body of the test section l 1;
Performing a constant water head water injection test on the test section l 1, keeping the water level in the hole at the pipe orifice of the first steel sleeve 8 and keeping the water level constant, recording stable injection flow (in liters/min), and calculating the permeability coefficient of the soil mass of the first test section l 1 to be 5.8x －6 cm/s by adopting the permeability coefficient formula specified by the current standard;
Continuing to follow the first layer steel sleeve 8 with the outer diameter of 168 mm to the position of 62.5 meters at the bottom elevation of the test section l 1, drilling under the protection of the first layer steel sleeve 8 to form a second test section l 2 (the length of the test section is 2.4 meters), filling water to saturate the soil body of the test section l 2, performing constant water head water injection test (shown in fig. 2 c) on the test section l 2, and calculating to obtain the soil body permeability coefficient of the second test section l 2 to be 3.1 multiplied by 10 －6 cm/s.
In the step 4, continuing to follow the first layer steel sleeve 8 with the outer diameter of 168 mm to the position of 60.1 m of the bottom height of the test section l 2, namely, the pin of the first layer steel sleeve 8 is level with the underground water level, drilling under the protection of the first layer steel sleeve 8 to form a first test section l 3 (the height of the test section is 60.1-55.1 m and the length is 5.0 m) below the underground water level, performing a water-reducing head water injection test on the test section l 3 (as shown in fig. 2 d), recording the change condition of water head descending and the duration time in the first layer steel sleeve 8, and calculating the permeability coefficient of the soil body of the test section by adopting a permeability coefficient formula specified by the current standard to be 1.7X10 －6 cm/s;
the method comprises the steps of adopting a second layer of steel casing 10 with the outer diameter of 146 mm, drilling under the protection of the second layer of steel casing 10 to the position of 55.1 m of the bottom height of a test section l 3, forming a second test section l 4 (the height of the test section is 55.1-50.6 m and the length of the test section is 4.5 m) below the underground water level, carrying out a water dropping head water injection test (shown in figure 2 e) on the test section l 4, calculating to obtain the soil permeability coefficient of the test section l 4 as 5.8x10 －6 cm/s, repeating the following, drilling, water injection and other steps (wherein the test section below the height of 47.6 m is protected and stopped by a third layer of steel casing 10 with the outer diameter of 127 mm), and sequentially completing the water injection test of all the test sections below the underground water level.
The results of the continuous water injection test of the drilled holes in this example are shown in Table 1.
Table 1 example drill hole continuous water injection test results table
The osmotic coefficient measured by the embodiment is accurate and accords with the actual experiment.
The method for continuously injecting water into the drill holes of the soil impermeable body of the dam of the disease-risk reservoir is successfully applied to the engineering investigation of the risk removal and reinforcement of a plurality of disease-risk reservoirs such as the reservoir of plum shop in Wuhan, hubei province, the reservoir of three-channel river in south Zhang county, hubei province, and the reservoir Zheng Guhe of filial sense, etc. The method overcomes the defects of the technical standards of the related current industry, the continuous water injection test method is more perfect, the test result of the soil anti-seepage body is more comprehensive, and the conclusion of evaluating the anti-seepage performance of the soil anti-seepage body of the dam of the disease reservoir is more accurate and reliable.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Other non-illustrated parts are known in the art.
Claims (3)
1. The method for testing the continuous water injection of the earth seepage-proofing body of the dam of the disease risk reservoir by drilling is characterized by comprising the following steps of,
Step 1, determining a drilling position;
According to relevant design and construction data of a dam of the disease risk reservoir, arranging drilling holes (3) on a dam top axis (2) of the dam as exploration and test holes;
the dam (1) comprises an earth impermeable body (4) and a dam shell (5);
the dam shell (5) is positioned at two sides of the soil impermeable body (4), and the soil impermeable body (4) is positioned in the middle of the dam body;
a layer of cushion material (6) is paved at the top of the dam (1);
Step 2, selecting a water injection test method;
before a water injection test, measuring the reservoir water level (7), and taking the measured reservoir water level as the underground water level in the earth anti-seepage body of the dam;
According to the relative position relation between the test section and the underground water level, different water injection test methods are selected, wherein a constant water head water injection test is adopted when the test section is positioned above the underground water level, and a water drop head water injection test is adopted when the test section is positioned below the underground water level;
step 3, performing continuous water injection test of the test section above the underground water level;
Continuous water injection test of the test section above the underground water level is carried out, and the method specifically comprises the following steps:
Step 3-1, dividing an earth anti-seepage body between an underground water level (9) and a bottom 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 meters;
Step 3-2, perforating and drilling to the bottom of a first test section l1 above the groundwater level, and punching a first layer of steel sleeve (8) below the bottom plate of the bedding material (6), wherein the distance d between the pin of the first layer of steel sleeve (8) and the bottom plate of the bedding material (6) is 30-50 cm;
A first layer of steel casing (8) isolates a first test section l1 above the groundwater level from soil on the first test section l 1;
adopting flushing fluid-free drilling in the drilling process of the drilling hole, and adding a small amount of clear water when the drilling is difficult;
step 3-3, filling water into the drill hole for 30 minutes to saturate the soil body of the first test section l1 above the underground water level;
Step 3-4, carrying out a constant head water injection test on a first test section l1 above the underground water level, keeping the water level in a drill hole at the orifice of a first layer of steel sleeve (8) and unchanged, recording 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, continuing to follow the first layer of steel sleeve (8) to the bottom of the first test section l1 above the ground water level, drilling under the protection of the first layer of steel sleeve (8) to form a second test section l2 above the ground water level, filling water to saturate the soil body of the second test section l2 above the ground water level, and performing a constant water head water injection test on the second test section l2 above the ground water level;
step 3-6, repeating the step 3-5 until the water injection test of the last test section li above the underground water level is completed;
step 4, performing continuous water injection test of a test section below the underground water level;
continuous water injection test of a test section below the groundwater level is carried out, and the method specifically comprises the following steps:
dividing a drill hole in an earth anti-seepage body below an underground water level (9) into a plurality of continuous test sections from top to bottom, wherein the length of each test section is 3-5 meters;
step 4-1, following a pipe and drilling;
Continuing to follow the first layer of steel sleeve (8) to the bottom of the test section li, namely, the pin of the first layer of steel sleeve (8) is level with the underground water level, and drilling under the protection of the first layer of steel sleeve (8) to form a first test section li+1 below the underground water level;
Step 4-2, water injection test;
carrying out a water injection test of a water drop head on a first test section li+1 below the underground water level, recording the descending and continuous time change condition of the water drop head in a 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, following pipe and drilling
A second layer of steel sleeve (10) is adopted to follow the pipe, and the pin of the second layer of steel sleeve (10) is lowered to the bottom of a first test section li+1 below the groundwater level, and a second test section li+2 below the groundwater level is formed by drilling under the protection of the second layer of steel sleeve (10);
Step 4-4, water injection test;
Recording the variation condition of water head drop and duration in the second layer steel sleeve (10), and calculating the permeability coefficient of the soil body of the test section by adopting a permeability coefficient formula;
step 4-5, continuing the following pipe, drilling and water injection test;
And (3) repeating the steps 4-3 and 4-4 until the water injection test of all test sections below the underground water level is completed.
2. The method for continuously injecting water into the earth seepage-proofing body drill hole of the dam of the disease risk reservoir according to claim 1, wherein the outer diameter of the first layer of steel sleeve (8) is 168 mm;
the outer diameter of the second layer steel sleeve (10) is smaller than that of the first layer steel sleeve (8).
3. The method for continuously injecting water into the earth leakage prevention body drill hole of the dam of the sick water reservoir according to claim 2, wherein in the step 4-5, when the pipe is difficult to be followed, the second layer of steel sleeve (10) with smaller outer diameter specification is adopted to be followed in sequence.
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| CN101713189B (en) * | 2008-10-06 | 2012-10-17 | 吴保全 | Construction Technology of Flower Tube Dry Grouting Pile |
| CN103741694B (en) * | 2013-12-25 | 2016-03-30 | 长江勘测规划设计研究有限责任公司 | The method of controlled grouting process vertical-type asphaltic concrete core wall earth and rockfill dam seepage |
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| 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） | Acceleration method for groundwater flow simulation based on multi-relaxed lattice Boltzmann model |
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