CN108915691B - Waterproof impervious concrete single-layer lining construction method in water-containing bedrock environment - Google Patents
Waterproof impervious concrete single-layer lining construction method in water-containing bedrock environment Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
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Abstract
The invention provides a waterproof impervious concrete single-layer lining construction method in a water-containing bedrock environment, and belongs to the technical field of well wall construction. After the construction of the upper section of well wall is completed, pouring preparation is made for the lower section of well wall, and a blade foot template is placed and fixed; coating a waterproof impervious seam-eliminating coating on the joint of the upper section of well wall; paving a functional contact layer on the inner wall of the water-containing bedrock freezing surrounding rock; then, radially drilling the frozen surrounding rock, and then constructing vertical well wall reinforcing steel bars and annular well wall reinforcing steel bars; then the main body template is installed and fixed; and pouring self-repairing impervious concrete materials to form a self-repairing impervious concrete well wall, finally removing the vertical and radial tensioning anchors, and entering the next tunneling section for construction. The method controls and reduces the temperature stress of the well wall concrete, eliminates or greatly reduces the primary cracks of the well wall, enhances the waterproof and anti-permeability performance of the well wall connecting and the concrete, and enhances and exerts the common anti-permeability and permanent supporting capability of the surrounding rock and the well wall.
Description
Technical Field
The invention relates to the technical field of well wall construction, in particular to a waterproof impervious concrete single-layer lining construction method in a water-containing bedrock environment.
Background
Along with social development, underground resources are exploited to a deeper depth, a vertical shaft is built to a deeper depth, a shaft encounters a deeper and deeper aquifer, the number of layers is increased, the water pressure borne by the wall of the vertical shaft is increased, the thickness of the shaft wall is increased, and the design and construction technical difficulty of the high-impermeability shaft wall is increased.
At present, the basement rock of the coal mine shaft is mainly based on a freezing method shaft sinking construction method, the maximum freezing depth reaches 950m, and according to the design specification of the existing coal mine shaft, the lining (well wall) of a water-containing basement rock section is mainly designed into the following two types and construction processes:
1. a double-layer reinforced concrete well wall or a double-layer reinforced concrete well wall with an intermediate interlayer. The main body of the well wall structure is an inner layer well wall and an outer layer well wall, the outer wall is formed by short sections through digging and building, the section height is generally 4-4.5 m, and the common inclined surface is jointed without integral waterproof performance; the inner wall is generally formed by pouring reinforced concrete once from bottom to top, a waterproof plate is laid before pouring, the waterproof plate and the inner wall form a waterproof structure, grouting is needed between the inner well wall and the outer well wall, and a permanent support of a shaft is formed in a combined manner. The purpose of arranging the plastic sandwich plate is to remove the temperature constraint of the outer wall to the concrete of the inner wall when the inner wall is poured and reduce the temperature cracks of the inner-layer well wall besides the waterproof purpose.
However, the outstanding problems of the well wall construction process are that the total thickness of the well wall or the thickness of the inner well wall is larger, the concrete grade is higher, the waterproof purpose of the well wall is not achieved, and repeated grouting is needed. The maximum inner wall thickness of the well wall reaches more than 2.2m, and the strength design of the concrete of the well wall reaches more than C80-C110. But even so thick and of such high strength grade, the problem of wellbore water leakage is not addressed.
The reality of such wellbores is: the well wall has a plurality of cracks, the water leakage of the shaft is still serious, and the later stage grouting between the walls and after the walls is needed and repeated grouting is needed, so the construction period is long, the manufacturing cost is high, and the technical economy is poor.
2. The second is a new single-layer well wall. The well wall is a single-layer reinforced concrete well wall which adopts short-section digging and building and steel plate connection. The shaft wall structure is provided aiming at the thickness problem of the double-layer reinforced concrete shaft wall with the plastic plate interlayer in China, but practice tests show that the waterproof performance of the shaft wall is insufficient, the grouting effect of the steel plate joint position is difficult to implement, the shaft wall of a shaft is repeatedly grouted for a long time, so that the maintenance price of the shaft is high, the anti-permeability effect of the double-layer shaft wall cannot be achieved actually, the mine production is influenced, and the structure of the shaft wall is limited.
The invention relates to a single-layer well wall design and construction method of a water-containing bedrock freezing well shaft, which is developed on the basis of research results of 'fluid-solid' coupling and high-water-pressure surrounding rock and well wall combined action theory, integrates new well wall lining structure design theory, new well wall materials, new well wall structures and new construction processes, and solves the problem of well wall impermeability of high-water-pressure surrounding rocks frozen by deep well bedrock in China. The thickness of the shaft wall implemented according to the invention is reduced by more than 20% compared with the existing design, the concrete strength is reduced by more than 1-2 grades, the water inflow of the shaft wall per hundred meters is less than 0.5-1 m3/hour, the qualified standard of shaft acceptance can be reached without repeated grouting, and the construction method and the technology of the shaft wall of the shaft for digging and building can be successfully completed at one time.
Disclosure of Invention
The invention provides a waterproof impervious concrete single-layer lining construction method in a water-containing bedrock environment, which solves the technical problem of impermeability and high water pressure resistance of a well wall and ensures that the well wall of a shaft meets the acceptance standard of the shaft water inflow in the latest shaft construction quality standard of China.
The method comprises the following steps:
a. after the upper section of well wall of the well wall is constructed, pouring preparation is made for the lower section of well wall, and a blade foot template is placed and fixed;
b. chiseling the jointed stubbles of the upper section of well wall, removing scum, and then coating a waterproof impervious seam-eliminating coating, wherein the jointed stubbles adopt inclined planes or Z-shaped inclined planes;
c. paving a functional contact layer on the inner wall of the water-containing bedrock freezing surrounding rock;
d. c, after the functional contact layer is laid, constructing a radial hole in the frozen surrounding rock, arranging a radial prestressed pipe rib at the center of the inner part of the radial hole, wherein one end of the radial prestressed pipe rib extends into the surrounding rock by more than 1200mm, anchoring the bottom end of the radial prestressed pipe rib, presetting an orifice valve at the other end of the radial prestressed pipe rib, installing the orifice valve at the inner edge of the well wall, and performing wall post-grouting;
e. arranging vertical well wall reinforcing steel bars, wherein the vertical well wall reinforcing steel bars are connected with threaded sleeves at exposed ends of the radial prestressed pipe reinforcing steel bars of the upper section of the well wall; arranging a tensioning anchorage device at the exposed end of the radial prestressed pipe rib at the edge angle template, and tensioning the steel bar to a set prestress value;
f. e, constructing annular well wall reinforcing steel bars, and binding and fixing the annular well wall reinforcing steel bars and the radial prestressed pipe reinforcing steel bars in the step e; binding and fixing the radial prestressed pipe ribs with the circumferential well wall reinforcing steel bars and the vertical well wall reinforcing steel bars;
g. installing and fixing a main body template, wherein the impervious grade is poured to be more than P12, the self-repairing impervious concrete material forms a self-repairing impervious concrete well wall, the radial prestressed pipe ribs and the vertical well wall reinforcing steel bars are prestressed before the self-repairing impervious concrete well wall is initially set, and the concrete is radially extruded through a hydraulic device, so that the combined action of the well wall and surrounding rocks is enhanced;
h. removing the vertical and radial tensioning anchors, and releasing and tensioning the radial prestressed pipe ribs and the vertical well wall reinforcing steel bars to generate prestress on the self-repairing impervious concrete well wall;
i. removing the blade foot template and the main body template, and entering the next tunneling section for construction;
j. and after the short section of the freezing section of the shaft is dug and built into the well wall, the freezing is released, the frozen wall of the surrounding rock begins to thaw and melt from the surface to the inside, before the frozen wall is completely thawed and before the in-situ water pressure of the stratum is not shown, the crack water-containing surrounding rock is subjected to superfine cement clay slurry grouting through the reserved embedded radial prestressed pipe ribs in time through temperature monitoring control, and a grouting anti-permeability reinforcing area of the crack surrounding rock is formed.
And c, coating the waterproof and impervious seam-weakening coating applied in the step b to strengthen the combination of new and old concrete.
And (c) the thickness of the waterproof impervious seam eliminating coating in the step (b) is 1-2 mm.
In the step c, the functional contact layer is formed by compounding an anti-seepage layer and a heat-insulating layer, wherein the anti-seepage layer is a soft board formed by compounding phenolic aldehyde and asphalt, the thickness of the anti-seepage layer is 50-100 mm, and the heat-insulating layer is made of a low-temperature bonding heat-insulating material; when the surface of the frozen surrounding rock is uneven, a clay cushion layer is laid firstly, and then a functional contact layer is laid.
The radial drilling in the step d is a downward inclined drilling, the angle is 30-45 degrees below the horizontal plane, and the aperture is phi 80-100 mm; the radial prestressed pipe tendon is also used as a grouting pipe and is a 30-50 mm steel pipe or a carbon fiber pipe, the pipe wall of the radial prestressed pipe tendon is provided with phi 3-10 mm wall holes or sleeve valve pipe grouting pipe structures with the interval of 60-180 mm, and the end part of an opening of a radial drill hole is provided with a plugging fixed section with the length of 100-300 mm, so that cement paste is prevented from flowing in when concrete is poured.
The step b is specifically as follows: the inclined plane is roughened, scum is removed, a waterproof impervious seam-eliminating coating is coated, and the joints of the cast-in-place well wall and the upper section well wall achieve the fusion effect under the vertical prestress and the radial hydraulic extrusion of the template, so that the hidden trouble of the waterproof weak surface of the construction seam interface is eliminated.
The wall thickness design is controlled within the minimum dimension defined by the bulk concrete.
The impermeability grade of the impermeable concrete constructed by the method reaches more than P12, P16 and P24.
The technical key points of the invention are as follows:
1. after the short section tunneling section height of the shaft is finished, firstly, a functional contact layer between a single-layer concrete shaft wall and surrounding rocks is added on the shaft wall of the water-bearing stratum. The functional contact layer is a soft board compounded by phenolic aldehyde and asphalt, and the thickness of the functional contact layer is 50-100 mm; the low-temperature bonding material is bonded to the wall of the shaft. In order to ensure the effect of functional contact, it is necessary to first lay a clay mat on the uneven rock surface.
2. According to the design depth and the distance, radial drill holes with the diameter of 80-100 mm are arranged in the wall rock of the well wall, central grouting pipe ribs are preset in the drill holes, and then the drill holes are connected with the annular and longitudinal steel bars of the well wall in a binding mode.
3. And (3) installing the longitudinal and circumferential reinforcing steel bars of the well wall, and thickening part of the reinforcing steel bars according to the design to meet the requirement of longitudinal prestressed reinforcing steel bars.
4. According to the design meeting requirements of the buried depth and the water head of a water-bearing layer of a shaft, a high-performance self-repairing impervious concrete material is adopted, and the impervious grade of the concrete reaches more than P12, P16 and P24. The self-repairing impervious concrete adopts Ca + free compounds which are matched with underground water mineral substances and can be remained in the concrete body.
5. The thickness of the well wall is controlled within the minimum size defined by national large-volume concrete, the strength and rigidity of the well wall concrete meet the matching design with surrounding rocks, the well wall and the surrounding rocks are jointly impervious and supported, and the requirements of the strength, impermeability and durability of the well wall concrete with the depth of 1200m of a basement rock freezing shaft are met.
6. A slope or Z-shaped slope well wall jointing is adopted, a coating layer which can strengthen the combination of new concrete and old concrete and is waterproof, impervious and seam-eliminating is coated on the jointing surface, the thickness of the coating layer is 1-2 mm, and a bentonite waterproof material cushion layer and a functional contact layer are paved on surrounding rocks on the upstream surface.
7. Vertical prestress steel bars and radial grouting pipe steel bars are used for implementing vertical and radial prestress of the well wall before initial setting of the well wall, so that the high-efficiency bonding, waterproof and anti-permeability performance of the well wall joint is ensured, and the combined action and the supporting capability of the well wall and surrounding rocks are enhanced.
8. The grouting pipe rib is a 30-50 mm steel pipe or a carbon fiber pipe, a wall hole with the diameter of 3-10 mm at a certain design interval is formed in the pipe wall, the grouting pipe rib is arranged at the center of a surrounding rock drilling hole, a 100-300 mm plugging fixing section is arranged at the end part of the drilling hole, cement paste is prevented from flowing in when concrete is poured, the bottom of the drilling hole is anchored, and radial prestress can be implemented.
9. And during the unfreezing period of the frozen wall, when the inner edge of the frozen wall is melted to reach a certain design thickness, superfine cement clay slurry or chemical grouting is carried out on the surrounding rock behind the well wall through the reserved embedded radial grouting pipe ribs.
10. The integral downward placing template and the connecting cutting edge angle template which accord with the new technology and the new technology are adopted.
The technical scheme of the invention has the following beneficial effects:
according to the scheme, the temperature stress of the well wall concrete is controlled and reduced, the primary cracks of the well wall are eliminated or greatly reduced, the waterproof and anti-permeability performance of the well wall joint and the concrete is enhanced, the radial and vertical prestress of the well wall and the surrounding rock is implemented through the prestressed reinforcement and the radial grouting pipe reinforcement, the final set binding force and the microcosmic compactness of the joint concrete and the waterproof material are improved, and the common anti-permeability and permanent supporting capability of the surrounding rock and the well wall is enhanced and exerted.
Drawings
FIG. 1 is a schematic perspective view of an embodiment of a well wall structure constructed by the construction method of waterproof and impervious concrete single-layer lining in a water-containing bedrock environment;
FIG. 2 is a perspective structural construction step diagram of a well wall structure in an embodiment of the invention;
FIG. 3 is a schematic cross-sectional view of a well wall structure in an embodiment of the invention.
Wherein: 1-cutting edge template; 2-connecting the stubble; 3-freezing the surrounding rock; 4-a functional contact layer; 5, radial drilling; 6-radial prestressed pipe reinforcement; 7-vertical well wall reinforcing steel bars; 8-a threaded sleeve; 9-circumferential well wall reinforcing steel bars; 10-main body template; 11-self-repairing impervious concrete well wall; 12-grouting impervious reinforcement area.
Detailed Description
In order to make the technical problems, technical solutions and advantages of the present invention more apparent, the following detailed description is given with reference to the accompanying drawings and specific embodiments.
The invention provides a waterproof impervious concrete single-layer lining construction method in a water-containing bedrock environment.
As shown in fig. 1, 2 and 3, in the specific implementation process, the construction method comprises the following steps:
a. after the upper section well wall is constructed, pouring preparation is made for the lower section well wall, and the blade foot template 1 is placed and fixed;
b. chiseling the inclined plane of the joint 2 of the upper section of well wall, removing scum, and spraying a waterproof impervious seam-eliminating coating capable of reinforcing the combination of new and old concrete, wherein the joint 2 adopts an inclined plane or a Z-shaped inclined plane, and the thickness of the waterproof impervious seam-eliminating coating is 1-2 mm;
c. laying a functional contact layer on the inner edge of the water-containing bedrock frozen surrounding rock 3; the functional contact layer 4 is formed by compounding an impermeable layer and a heat-insulating layer, the impermeable layer is a soft plate formed by compounding phenolic aldehyde and asphalt, the thickness of the impermeable layer is 50-100 mm, and the heat-insulating layer is made of low-temperature bonding heat-insulating material; when the surrounding rock of the well wall is not round, a layer of clay cushion layer needs to be laid firstly to ensure the implementation effect of the functional contact layer.
d. After the functional contact layer 4 is laid, constructing a radial drill hole 5 for the frozen surrounding rock 3, wherein the radial drill hole 5 is a declination drill hole, the angle is 30-45 degrees downwards, the aperture is phi 80-100 mm, and a radial prestressed pipe rib 6 is arranged at the center position inside the radial drill hole 5; the radial prestressed pipe ribs 6 are grouting pipe ribs and are 30-50 mm steel pipes or carbon fiber pipes, wall holes with the diameter of 3-10 mm are formed in the pipe wall at a certain design interval, a 100-300 mm plugging fixing section is arranged at the opening end of a drilled hole to prevent cement paste from flowing in when concrete is poured, and the other end of the drilled hole is anchored at the bottom of the drilled hole;
e. constructing a vertical well wall reinforcing steel bar 7, wherein the vertical well wall reinforcing steel bar 7 is connected with a threaded sleeve 8 at the exposed end of the vertical well wall reinforcing steel bar of the upper section of the well wall; arranging a tensioning anchor at the exposed ends of the radial prestressed pipe ribs and the vertical well wall reinforcing steel bars;
f. constructing annular well wall reinforcing steel bars 9, and binding and fixing the annular well wall reinforcing steel bars 9 and the vertical well wall reinforcing steel bars 7; the radial prestressed pipe ribs 6 are bound and fixed with the circumferential well wall reinforcing steel bars 9 and the vertical well wall reinforcing steel bars 7;
g. installing and fixing the main body template 10; pouring a self-repairing impervious concrete material to form a self-repairing impervious concrete well wall 11, wherein the self-repairing impervious concrete material is a Ca + free compound material which is matched with underground water mineral substances and can be remained in the concrete; before the self-repairing impervious concrete well wall 11 is initially set, prestress is applied to the radial prestress pipe ribs 6 and the vertical well wall reinforcing steel bars 7, so that the connection of the upper section of the well wall achieves efficient bonding, water resistance and seepage resistance, and the combined action of the well wall and surrounding rocks is enhanced;
h. dismantling the vertical and radial tensioning anchors, and releasing and tensioning the radial prestressed pipe ribs 6 and the vertical well wall reinforcing steel bars 7 so as to generate prestress on the self-repairing impervious concrete well wall 11;
i. removing the blade foot template 1 and the main body template 10, and entering the next tunneling section for construction;
j. after the short section is dug and built to a certain depth, when the inner edge of the frozen surrounding rock is thawed and melted to reach a certain design thickness, the surrounding rock 3 is subjected to superfine cement clay slurry grouting through the reserved embedded radial prestressed pipe ribs 6 to form a grouting anti-permeability reinforced area 12.
While the foregoing is directed to the preferred embodiment of the present invention, it will be understood by those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (4)
1. A waterproof impervious concrete single-layer lining construction method under an aqueous bedrock environment is characterized in that: the method comprises the following steps:
a. after the upper section of well wall of the well wall is constructed, pouring preparation is made for the lower section of well wall, and a blade foot template (1) is placed and fixed;
b. chiseling the connecting stubbles (2) of the upper section of well wall, removing scum, and then coating a waterproof impervious seam-eliminating coating, wherein the connecting stubbles (2) adopt inclined planes;
c. paving a functional contact layer (4) on the inner wall of the water-containing bedrock freezing surrounding rock (3); the functional contact layer (4) is formed by compounding an anti-seepage layer and a heat-insulating layer, wherein the anti-seepage layer is a soft board compounded by phenolic aldehyde and asphalt, the thickness of the anti-seepage layer is 50-100 mm, and the heat-insulating layer is made of a low-temperature bonding heat-insulating material;
d. after the functional contact layer (4) is laid in the step c, constructing a radial drilling hole (5) for the frozen surrounding rock (3), arranging a radial prestressed pipe rib (6) at the center position inside the radial drilling hole (5), wherein one end of the radial prestressed pipe rib (6) penetrates into the surrounding rock by more than 1200mm and is anchored, and an orifice valve is preset at the other end of the radial prestressed pipe rib (6) and is arranged at the inner edge of the well wall for grouting after the wall;
e. arranging vertical well wall reinforcing steel bars (7), wherein the vertical well wall reinforcing steel bars (7) are connected with threaded sleeves (8) at exposed ends of radial prestressed pipe ribs (6) of the upper section of a well wall; arranging a tensioning anchorage device at the exposed end of the radial prestressed pipe rib (6) at the edge angle template (1), and tensioning the steel bar to a set prestress value;
f. e, constructing annular well wall reinforcing steel bars (9), and binding and fixing the annular well wall reinforcing steel bars (9) and the radial prestressed pipe reinforcing steel bars (6) in the step e; the radial prestressed pipe ribs (6) are bound and fixed with the circumferential well wall reinforcing steel bars (9) and the vertical well wall reinforcing steel bars (7);
g. installing and fixing a main body template (10), wherein the impervious grade is poured to be more than P12, the self-repairing impervious concrete material forms a self-repairing impervious concrete well wall (11), before the self-repairing impervious concrete well wall (11) is initially set, prestress is applied to a radial prestress pipe rib (6) and a vertical well wall steel bar (7), the concrete is radially extruded through a hydraulic device, and the combined action of the well wall and surrounding rocks is enhanced;
h. dismantling the vertical and radial tensioning anchors, and releasing and tensioning the radial prestressed pipe ribs (6) and the vertical well wall reinforcing steel bars (7) to generate prestress on the self-repairing impervious concrete well wall (11);
i. removing the blade foot template (1) and the main body template (10) and entering the next tunneling section for construction;
j. after the short section of the freezing section of the shaft is dug and built into the well wall, the freezing is released, the frozen wall of the surrounding rock begins to thaw and melt from the surface to the inside, before the frozen wall is completely thawed and before the in-situ water pressure of the stratum is not shown, the crack water-containing surrounding rock is subjected to superfine cement clay slurry grouting through the reserved embedded radial prestressed pipe ribs (6) under the control of temperature monitoring in time, and a grouting impervious reinforcement area (12) of the crack surrounding rock is formed.
2. The construction method of waterproof impervious concrete single-layer lining in an aqueous bedrock environment according to claim 1, which is characterized in that: and the thickness of the waterproof impervious seam eliminating coating in the step b is 1-2 mm.
3. The construction method of waterproof impervious concrete single-layer lining in an aqueous bedrock environment according to claim 1, which is characterized in that: and in the step c, when the surface of the frozen surrounding rock (3) is uneven, firstly paving a clay cushion layer, and then paving a functional contact layer (4).
4. The construction method of waterproof impervious concrete single-layer lining in an aqueous bedrock environment according to claim 1, which is characterized in that: the radial drilling holes (5) in the step d are declined drilling holes, the angle is 30-45 degrees below the horizontal plane, and the aperture is phi 80-100 mm; the radial prestressed pipe tendon (6) is also used as a grouting pipe and is a 30-50 mm steel pipe or a carbon fiber pipe, the pipe wall of the radial prestressed pipe tendon (6) is provided with phi 3-10 mm wall holes or sleeve valve pipe grouting pipe structures with the interval of 60-180 mm, and the opening end of the radial drill hole (5) is provided with a plugging fixed section with the length of 100-300 mm, so that grout is prevented from flowing in when concrete is poured.
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| CN109667586B (en) * | 2019-01-07 | 2020-07-28 | 中国矿业大学 | Grouting method of double-layer well wall grouting system |
| CN112253187B (en) * | 2020-09-27 | 2022-03-11 | 中煤科工集团西安研究院有限公司 | Method for inhibiting mining damage depth based on clay-based slurry advanced grouting modified bottom plate hard rock |
| CN112360467B (en) * | 2020-10-27 | 2022-12-13 | 中煤建设集团有限公司 | Functional gradient well wall structure with elastic modulus changing in circumferential gradient and construction method |
| CN112431615A (en) * | 2020-11-27 | 2021-03-02 | 中铁四局集团有限公司 | Permanent single-layer lining drainage method for underground tank room of hyperboloid dome |
| CN113356887B (en) * | 2021-07-09 | 2023-12-22 | 中国矿业大学 | Single-layer well wall with grouting water-stop connecting piece and construction method thereof |
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| DE2831662B2 (en) * | 1978-07-19 | 1981-01-15 | Ausscheidung aus: 28 57 593 Ruhrkohle AG, 4300 Essen | Ring lining for shafts, preferably freezing shafts in mining and tunnel construction |
| CN100526604C (en) * | 2006-06-27 | 2009-08-12 | 中国矿业大学 | Single layer well wall with connecting plate and its constructing method |
| CN106677787B (en) * | 2016-12-27 | 2018-11-23 | 中冶集团武汉勘察研究院有限公司 | Vertical shaft repairing and reinforcement structure and repairing and reinforcement construction method |
| CN107345483B (en) * | 2017-08-21 | 2023-02-28 | 安徽理工大学 | Newly-built seepage-proof coal mine shaft and preparation method thereof |
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