CN112982464B - Method for closing up weak sections of curtain - Google Patents
Method for closing up weak sections of curtain Download PDFInfo
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- CN112982464B CN112982464B CN202110148929.9A CN202110148929A CN112982464B CN 112982464 B CN112982464 B CN 112982464B CN 202110148929 A CN202110148929 A CN 202110148929A CN 112982464 B CN112982464 B CN 112982464B
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- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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Abstract
The invention discloses a method for closing a weak section of a curtain, which sequentially comprises the following steps: 1) determining the position of a weak section; 2) controlling the draining and dropping water quantity to enable the water pressure difference between the water level outside the curtain and the water level inside the curtain to be within the range of 0.4-0.6 MPa, taking the center of a weak section as the center of a circle outside a weak section of the curtain, enabling the two times of the length of the weak section to be the N ground grouting straight holes with the radius of sector arrangement, enabling the depth of the straight holes to reach the top interface of the curtain, inserting a sleeve, and starting grouting; 3) sweeping the hole to the bottom of the hole, continuously drilling for 10-12 m downwards, and repeating the step 2); 4) drilling to 8-12 m below the curtain bottom plate, performing grouting in the step 2), and finishing drilling grouting when grouting reaches a termination pressure; 5) and (3) taking the center of the weak section of the curtain as the center of a circle outside the weak section of the curtain, taking the length of the weak section as the radius, and arranging M ground grouting straight holes in a sector shape, wherein the steps are the same as the steps 2) to 4). The method solves the problems of weak grouting pertinence, low grouting efficiency and high construction cost of the existing method.
Description
Technical Field
The invention belongs to the technical field of mine curtain closure engineering, and particularly relates to a method for closure of a weak section of a curtain.
Background
The curtain closure is a method for building a curtain and blocking underground water in a mining area by utilizing drilling and grouting, and when a dam or a cofferdam is built, a gap left at the last is generally called a 'closure opening', so that closure of the last seal of the dam is called 'closure', which is an important and difficult process in the closure process and is related to success or failure of dam construction. However, the closure of the curtain is different from a dam and is an underground concealed project, the closure position cannot be determined directly through observation, if the position of a gap is not found, certain blindness is achieved, and in practice, a weak area of the curtain with large water flow, small difference between internal and external water levels and poor crack blocking effect is generally selected as the closure position.
The main reasons for the weak section of the curtain are: (1) because the karst fractures have heterogeneity and anisotropy of permeability coefficients of aquifers, according to a preferential flow theory, curtain grouting slurry generally passes through a large gap, and is difficult to comprehensively block all water flowing fractures; (2) at the final stage of curtain construction, because a certain water level difference exists inside and outside the curtain, at the moment, partial areas are under the condition of flowing water, the runoff speed of underground water is high, slurry is diffused along the flowing direction more under the action of high-speed water flow, the effective grouting width is reduced, insufficient grouting is caused, and a weak section is generated. (3) The underground water flow can impact the concrete structure body and the surrounding rock framework of the waterproof curtain to generate the candle dissolving effect, so that part of the curtain is corroded, and a plurality of gap cracks are further communicated to expand a weak area.
The existence of the weak section enables water flow outside the curtain to continuously flow into the curtain through the water channel in the weak section, so that the intercepting effect is seriously influenced. The conventional method for closing the weak section of the existing curtain comprises underground closing and ground closing, the underground closing can be constructed and reinforced drilling holes only after a roadway system is formed, the weak section of the curtain cannot be reinforced and closed in advance, and the method has great engineering limitation; due to high ground stress, the slurry overcomes the ground stress and water pressure in the grouting process, the grouting pressure cannot achieve the effect of high-pressure ground grouting, the grouting efficiency is low, and the reinforcing effect is seriously restricted; the underground construction space is limited, and the threat of various potential safety hazards such as gas, water damage, rock burst and the like is faced at any time, so that the ground closure method is more applied. The existing ground closure method is mainly characterized in that a large number of drill holes are constructed in a weak section of a curtain, grouting reinforcement closure is carried out on an existing water passing channel through aggregate and cement pouring, however, due to the concealment of curtain engineering, the water passing channel in the weak section is difficult to accurately find out, a large number of grouting drill holes can be constructed in the whole weak section only so as to achieve the purpose of curtain reinforcement, a large amount of invalid work is caused, the construction cost is high, and the reinforcement efficiency is low.
Disclosure of Invention
The invention provides a method for closing a weak section of a curtain, and aims to solve the problems of low grouting pertinence, low grouting efficiency and high construction cost of the existing method.
In order to achieve the purpose of the invention, the provided technical scheme is a method for closing the weak section of the curtain, which sequentially comprises the following steps:
1) dredging and descending in the curtain after the curtain main body is finished to form a water level difference with the outside of the curtain, analyzing the change of the form of the regional underground water flow field through the water level change of the outside water level observation hole and the inside water level observation hole of the curtain, and determining the position of a weak section by combining the underground water flow field and the water level difference inside and outside the curtain;
2) the water volume that falls is dredged in control makes the water pressure difference between the water level outside the curtain and the water level in the curtain at 0.4 ~ 0.6MPa within range, uses weak section center as the centre of a circle outside the weak section of curtain, and the twice of weak section length is fan-shaped ground slip casting straight hole N of arranging for the radius, and the straight hole degree of depth is to the curtain top interface, and the sleeve pipe is gone into to the lower income, begins the slip casting:
firstly, grouting by adopting pure cement grout, wherein the specific gravity range of the cement grout is 1.5-1.6 and the flow range is 300-500L/min in the initial grouting stage, and the water levels of an outer side water level observation hole and an inner side water level observation hole of a weak section of a curtain and the underground drainage flow are observed in the grouting process;
if the water level of the water level observation hole on the outer side of the curtain wall rises, the water level of the water level observation hole on the inner side of the curtain wall falls, the underground water discharge flow is reduced, the specific gravity of the cement paste is improved within the range of 1.7-1.8, and the flow range is 50-250L/min;
thirdly, when the pressure of the orifice reaches the final pressure, the grouting is stopped for 15-30 min, and the final pressure is 2-2.5 times of the difference between the internal pressure and the external pressure of the curtain;
3) sweeping the hole to the bottom of the hole, continuously drilling for 10-12 m downwards, and repeating the step 2);
4) drilling to 8-12 m below a curtain bottom plate, and performing step 3), when grouting reaches a termination pressure, ending the drilling grouting, wherein the termination pressure is 2-2.5 times of the normal water pressure difference inside and outside the curtain;
5) and (3) taking the center of the weak section of the curtain as the center of a circle outside the weak section of the curtain, taking the length of the weak section of the curtain as the radius, and arranging M ground grouting straight holes in a sector shape, wherein the steps are the same as 2) to 4).
Further, in the step 2), the number N of the ground grouting straight holes is represented by the formula 1:
and determining that r is the slurry diffusion radius (m), L is the weak section length (m), and N is the number (m) of ground grouting holes.
Further, in the step 2), when the single-time slurry feeding amount does not reach the final grouting pressure within 400t, a continuous grouting method is adopted.
Further, in the step 2), the slurry feed amount in a single time exceeds 400t, an intermittent grouting method can be adopted during grouting, the grouting can be stopped for 0.5h after 1h, and the steps are repeated in such a circulating way until the pressure reaches the final grouting pressure.
Further, in the step 5), the number M of the ground grouting straight holes is selected according to 1/2 of N in the step 2).
Compared with the prior art, the invention has the following beneficial effects:
1. the principle of the method is that dredging and descending are carried out on the inner side of a weak section of the curtain, flowing water conditions are generated by using the water pressure difference inside and outside the curtain, groundwater runoff drives slurry to pertinently reinforce a water passing channel on the weak section of the curtain, a non-targeted reinforcement mode of the conventional method is creatively converted into targeted grouting reinforcement, the targeted reinforcement utilizes the flowing water conditions, the width of the curtain of the closure section is increased, and the curtain is effectively reinforced to achieve the purpose of closure.
2. The movement and spreading of the slurry is completely powered by the grouting pressure compared to grouting under hydrostatic conditions. The invention utilizes the dredging and dropping in the curtain to lead the water level inside and outside the curtain to generate difference, creatively produces the water pressure difference and provides the condition of artificial water movement. Under the condition of artificial flowing water, the slurry is driven to move by the hydraulic gradient generated by the difference between the internal water pressure and the external water pressure of the curtain, so that auxiliary power is provided for the diffusion of the slurry, the external pressure required by grouting can be obviously reduced under the condition of achieving the same slurry movement effect, and the purposes of high efficiency and energy saving are achieved.
3. In the grouting process, high-flow low-specific gravity slurry is adopted firstly, if the water level difference of the inside and outside water level observation holes of the curtain is increased, a certain closure effect on the weak section is generated, the low-flow high-specific gravity slurry is used for continuous reinforcement, the flow is reduced, more slurry can be retained in the weak section of the curtain, the weak section of the curtain is thickened, the ineffective diffusion of the slurry is prevented, the purposes of saving materials, saving construction time and construction cost are achieved, and the reinforcement efficiency is obviously improved.
4. And (5) arranging holes in a double-layer mode in sequence. In the closure process, the grout spreads along the groundwater flow direction, and the individual layer hole is difficult to realize consolidating comprehensively weak section, can have the weak section of reinforcement, takes double-deck cloth hole mode to reinforce the reinforcement effect outside weak section, and the thick liquid coverage increases, realizes the broadening of curtain, reaches the closure effect.
5. And (5) controlling the water pressure difference. The water pressure difference is too small to achieve the drainage effect; the grout with too large water pressure difference is carried too far by high-speed water flow, the using amount of ineffective cement is increased, the amount of cement retained in the cracks of the weak section of the curtain is reduced, the water channel is difficult to reinforce in a short period, and the closure time is prolonged. The water pressure difference is controlled within a reasonable range, so that the requirement of closure of the weak section is met, and the purposes of saving materials and time are achieved.
Drawings
FIG. 1 is a curtain area flow field diagram;
FIG. 2 is a sectional view of grouting closure of a weak section of a curtain;
FIG. 3 is a schematic plan view of a curtain weak section grouting closure.
In the figure, 1-curtain, 2-curtain weak section, 3-outer layer ground grouting straight hole, 4-inner layer ground grouting straight hole, 5-equal water level line, 6-underground water flow direction, 7-outer side water level observation hole, 8-inner side water level observation hole and 9-sleeve.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer, the present invention will be described in further detail with reference to embodiments, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
One layer of deep-buried, huge-thick and extremely-strong aquifer, namely dwarfism breccia (commonly called Wu-Yu-Taiyuan coal mine is distributed in a certain coal mine in the Huaibei mine area and is not integrally covered on the Taiyuan limestone, Ordovician limestone aquifer and coal series. There is an extremely close hydraulic connection between the five-component and the four-component and Taiao ash aquifers. Water discharge tests show that the five-component coal mine underground water-retaining wall has the water damage characteristics of large static reserve, high water pressure, good water conductivity and strong supply, and has serious threat to the safe mining of underlying coal, so that a curtain 1 is built in the five-component coal mine underground water-retaining wall, and direct supply of Ordovician limestone water to the five-component coal mine underground water-retaining wall is intercepted.
The invention provides a method for closing a weak section of a curtain, which comprises the following steps:
1) referring to the attached drawings 1 and 3, after the main body of the curtain 1 is finished, dredging in the curtain to form a water level difference with the outside of the curtain 1, analyzing the change of the form of the underground water flow field of an area through the water level change of the water level observation hole 7 at the outside of the curtain 1 and the water level observation hole 8 at the inside of the curtain, and determining the position of the weak section 2 of the curtain by combining the equal water level line 5 and the underground water flow direction 6, wherein the length of the weak section 2 of the curtain is 20 m.
2) Referring to the attached figure 2, outer layer ground grouting straight holes 3 are constructed outside the curtain weak sections 2 in a fan shape, after drilling to bedrock, sleeves with the aperture of 244.5mm and the wall thickness of 8.05mm are drilled, after pipe fixing, the sleeves with the aperture of 177.8mm and the wall thickness of 8.94mm are drilled to a five-contained top interface, and after pipe fixing, the sleeves with the aperture of 177.8mm and the wall thickness of 8.94mm are drilled, and after pipe fixing, the sleeves are subjected to concrete waiting for 48 h.
Wherein, outer ground slip casting straight hole 3 arranges on groundwater flow direction 6, and outer ground slip casting straight hole 3 distributes on the circular arc that uses the two times of curtain 1 length as the radius, and the weak section 2 center of curtain is the centre of a circle.
The number N of the outer-layer ground grouting straight holes 3 is represented by a formula 1:
in the formula, r is a slurry spreading radius (m), 10m is taken as the length of the weak section (m), 20m is taken as the length of the weak section (m), and N is the number (one) of the ground grouting holes, wherein N in the embodiment is 6.
In equation 1, the slurry diffusion radius is given by equation 2:
where r is the slurry diffusion radius (m) and k is the permeability of the formation being injected (m)2) Take 4.071X 10-12m2H is a grouting pressure head (m); t grouting time (h); n is the porosity of the injected rock stratum, and is 0.2; beta is the ratio of the viscosity of the slurry to the viscosity of the water; r is0Taking 0.076m as the radius of a grouting drill hole, wherein r in the embodiment is 10 m;
3) keeping the interior of the curtain 1 dredged and fallen to form artificial flowing water condition, wherein the quantity of dredged and fallen water is 350m3The water pressure difference between the inside and the outside of the curtain 1 is controlled to be 0.5MPa, and the water pressure difference is too small to achieve the drainage effect; the grout with too large water pressure difference is carried too far by high-speed water flow, the using amount of ineffective cement is increased, the amount of cement retained in the crack of the weak section 2 of the curtain is reduced, the water channel is difficult to reinforce in a short period, and the closure time is prolonged.
4) Grouting through the outer layer ground grouting straight hole 3 under flowing water conditions, see figure 3:
firstly, grouting by adopting pure cement with the specific gravity of 1.5, wherein the grouting flow is 500L/min, and observing the water levels of an outer side water level observation hole 7 and an inner side water level observation hole 8 of the curtain weak section 2 and the drainage water flow in the grouting process;
secondly, in the grouting process, the water level of the water level observation hole 7 at the outer side of the weak section 2 of the curtain rises back by 4m, the water level of the water level observation hole 8 at the inner side of the curtain wall falls by 3m, and the flow of dredging water is reduced to 250m3H, indicating that the cracks of the weak section 2 of the curtain are gradually blocked, and grouting by adopting pure cement with the specific gravity of 1.7 at the moment, reducing the grouting flow to 52L/min, and further reinforcing the weak section 2 of the curtain;
thirdly, when the grouting is carried out for 350t, the final pressure reaches the design pressure of 8MPa, the grouting is stopped for 30min, the waiting time is 48h, and the final pressure is 2.5 times of the normal water pressure difference inside and outside the curtain;
under the flowing water condition, cement paste can be driven by water flow and naturally flows along the water passing channel in the curtain weak section 2, the curtain weak section 2 is reinforced and plugged in a targeted mode, and the closure efficiency is improved.
5) And (5) sweeping the hole to the bottom of the hole, continuing drilling for 10m forwards, and repeating the step 4).
6) Drilling to 10m below the bottom plate, and performing the step 4), and finishing the drilling grouting when the grouting reaches the final pressure of 8 MPa.
7) And (5) sequentially constructing other outer-layer ground grouting straight holes 3, and performing the same steps 2) to 6).
8) And sequentially constructing 3 inner-layer ground grouting straight holes 4 outside the curtain weak section 2 by taking the center of the curtain weak section 2 as a circle center and taking the length of the curtain weak section 2 as a radius in a fan shape, and performing the steps from 2) to 6).
Finally, the water level of the water level observation hole 8 in the inner side of the wall of the curtain 1 is observed to be-345 m, and the construction requirement is met.
The above are specific embodiments of the present invention, but the structural features of the present invention are not limited thereto, and the present invention can be applied to similar products, and any changes or modifications within the scope of the present invention by those skilled in the art are covered by the claims of the present invention.
Claims (5)
1. A method for closing up a weak section of a curtain is characterized by sequentially comprising the following steps:
1) after the main body of the curtain (1) is finished, dredging in the curtain to form a water level difference with the outside of the curtain, analyzing the change of the form of the regional underground water flow field through the water level change of the outer side water level observation hole (7) and the inner side water level observation hole (8) of the curtain, and determining the position of the weak section (2) by combining the underground water flow field and the water level difference inside and outside the curtain;
2) the water pressure difference between the water level outside the curtain and the water level in the curtain is in 0.4 ~ 0.6MPa within range at the control volume of draining, uses weak section (2) center as the centre of a circle outside the weak section (2) of curtain, and the twice of weak section (2) length is fan-shaped arrangement ground slip casting straight hole N for the radius, and straight hole degree of depth is to curtain top interface, goes into sleeve pipe (9) down, begins the slip casting:
firstly, grouting by adopting pure cement grout, wherein the specific gravity range of the cement grout is 1.5-1.6 and the flow range is 300-500L/min in the initial grouting stage, and the water level of an outer side water level observation hole (7) and an inner side water level observation hole (8) of a curtain weak section (2) and the underground drainage flow are observed in the grouting process;
if the water level of the water level observation hole at the outer side of the curtain wall rises, the water level of the water level observation hole at the inner side of the curtain (1) falls, the underground water discharge flow is reduced, the specific gravity of the cement paste is improved within the range of 1.7-1.8, and the flow range is 50-250L/min;
thirdly, when the pressure of the orifice reaches the final pressure, the grouting is stopped for 15-30 min, and the setting is stopped, wherein the final pressure is 2-2.5 times of the difference between the internal and external water pressures of the curtain (1);
3) sweeping the hole to the bottom of the hole, continuously drilling for 10-12 m downwards, and repeating the step 2);
4) drilling to 8-12 m below a bottom plate of the curtain (1), and performing grouting in the step 2), wherein when the grouting reaches a termination pressure, the grouting of the drilled hole is finished, and the final pressure is 2-2.5 times of the normal water pressure difference inside and outside the curtain;
5) and (3) taking the center of the curtain weak section (2) as a circle center outside the curtain weak section (2), and arranging M ground grouting straight holes with the length of the curtain weak section (2) as a radius in a fan shape, wherein the steps are the same as 2) to 4).
2. The method for closing the weak section of the curtain as claimed in claim 1, wherein in the step 2), the number N of the vertical holes for grouting on the ground is represented by the formula 1:
and determining that r is the slurry diffusion radius (m), L is the weak section length (m), and N is the number (m) of ground grouting holes.
3. The method for closing the weak section of the curtain according to claim 2, wherein in the step 2), when the single-time slurry feed amount does not reach the final grouting pressure within 400t, a continuous grouting method is adopted.
4. The method for closing the weak section of the curtain as claimed in claim 2, wherein in the step 2), the slurry feed amount in one time exceeds 400t, an intermittent grouting method can be adopted during grouting, the grouting can be stopped for 0.5h after 1h, and the steps are repeated in a circulating mode until the pressure reaches the grouting final pressure.
5. The method for closing the weak section of the curtain as claimed in claim 3 or 4, wherein in the step 5), the number M of the vertical holes grouted on the ground is selected according to 1/2 of N in the step 2).
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| CN104141314A (en) * | 2014-08-06 | 2014-11-12 | 中钢集团马鞍山矿山研究院有限公司 | Method for forming complete seepage prevention curtain in two media of rock and soil |
| CN108978694A (en) * | 2018-07-01 | 2018-12-11 | 北京工业大学 | A kind of precise guidance grouting method for construction water-stop curtain in tunnel |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US8272811B2 (en) * | 2009-11-02 | 2012-09-25 | Zhengzhou U-Trust Infrastructure Rehabilitation Ltd. | Process for grouting a curtain with polymer |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104141314A (en) * | 2014-08-06 | 2014-11-12 | 中钢集团马鞍山矿山研究院有限公司 | Method for forming complete seepage prevention curtain in two media of rock and soil |
| CN108978694A (en) * | 2018-07-01 | 2018-12-11 | 北京工业大学 | A kind of precise guidance grouting method for construction water-stop curtain in tunnel |
Non-Patent Citations (1)
| Title |
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| 山东张马屯铁矿靶向注浆技术的应用实践;王孝虎等;《现代矿业》;20180630(第6期);第201-204页 * |
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