CN113073983B - Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone - Google Patents
Enclosure type grouting construction method for submarine tunnel to penetrate through water-rich fault fracture zone Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 59
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- 230000000903 blocking effect Effects 0.000 claims abstract description 54
- 238000000034 method Methods 0.000 claims abstract description 40
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Abstract
The invention discloses a fence type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone, which comprises the following steps: advancing geological forecast, pre-grouting to obtain grouting related parameters, constructing broken water-blocking walls on two sides of a tunnel, advancing grouting reinforcement to form a water-blocking cover plate, checking grouting effect, performing full-face grouting reinforcement on a tunnel face, and tunneling by a drilling and blasting step method. The method is innovatively used for grouting from top to bottom of the sea bed surface, and the water blocking cover plate is combined, so that a surrounding and blocking type water blocking structure is formed, the safety factor in the process of tunneling the submarine tunnel is improved, and the application range is wide.
Description
Technical Field
The invention relates to the technical field of submarine tunnel engineering, in particular to a fence type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone.
Background
The prevention of water inrush in subsea tunnels is more challenging than in traditional tunnels. Gushing water accidents in the construction of submarine tunnels often occur on unfavorable geology and rock stratum contact surfaces such as fault fracture zones or joint crack development sections. Usually, a seabed fault fracture zone and surrounding rock fracture and joint fracture development in the zone affected by the seabed fault fracture zone are poor in surrounding rock self-stability, joint fractures are mostly communicated with the seabed, and engineering disasters such as water burst, sand burst, collapse and the like are easily caused when accidents such as water burst collapse and the like easily occur in the construction of the seabed fault zone and tunnels excavated in the stratum.
At present, engineering measures frequently adopted at home and abroad include forced crossing method, grouting method, freezing method, rotary spraying reinforcement and the like.
1. Forced crossing, the most common traditional method, is characterized by supporting the protective roof and building along with digging. According to engineering experience, methods such as short-section digging and building, spray anchor support, forepoling, side wall pilot tunnel and the like are commonly used.
2. The grouting method is commonly used for achieving the dual purposes of water plugging and strengthening and is commonly adopted in the construction of offshore drilling and blasting method-constructed submarine tunnels. The method is a method for manually filling a water-rich sand layer, and slurry is extruded into the sand layer under the action of certain grouting pressure. The sand flows and diffuses along the pores of the sand layer, and becomes a stone body with certain strength and low water permeability in the pores due to the filling and hydration effects of the sand, so that the aims of blocking the pores, cutting off a water path and reinforcing the stratum are fulfilled. The commonly used grouting modes at present comprise full-section advanced pre-grouting, advanced peripheral curtain grouting, partial section grouting and the like.
3. The freezing method is a method for cooling a water-bearing stratum to freeze by using a refrigerant to transfer cold energy, and bears the pressure of surrounding rock by depending on the strength of frozen rock and soil, so that excavation and support are safely carried out under the protection of the frozen rock and soil.
4. Horizontal jet grouting reinforcement is a new foundation reinforcement technology developed by the evolution of a high-pressure jet grouting technology, namely, hole forming is carried out in a soil layer by a horizontal drilling machine, or downward, upward and outward inclined drilling at a small angle is carried out, and then high-pressure jet grouting is carried out. Many foreign engineering examples have proved that the arch shed or the wall column can be formed by applying horizontal or inclined drilling rotary jet grouting technology in the weak stratum, thereby preventing the underground tunnel from collapsing, effectively controlling the ground subsidence and smoothly excavating the tunnel.
At present, the grouting technology, mechanism and material of the water-rich fault fracture zone are discussed, the grouting is essential for preventing water burst and strengthening surrounding rocks in a submarine tunnel, but the complicated geological conditions and the special water boundary of the water-rich sand layer of the submarine tunnel often prevent the single grouting from achieving the purposes of water prevention and reinforcement. Therefore, a construction method for solving the problem of the seepage of the submarine tunnel must be designed in a targeted manner according to the characteristics of the submarine fault fracture zone and the engineering requirements.
Chinese patent application publication No. CN 101749031A discloses a composite grouting reinforcement method for a submarine tunnel to pass through a water-rich sand layer. The method comprises a first grouting step, wherein grouting operation is started and finished by adopting a guide pipe, the grouting operation is used for reinforcing the tunnel arch stratum, a second grouting step, grouting foot-locking anchor pipes are performed aiming at the tunnel face stratum, and grouting foot-locking anchor pipes are respectively arranged on the side walls of two sides of each arch truss for grouting. The second grouting step is performed simultaneously with the first grouting step. The method not only meets the requirements of high-strength reinforcement and water plugging, but also ensures easy excavation construction, but also is a traditional grouting mode of advanced support.
Chinese patent application publication No. CN 109577992A discloses a method and system for determining composite grouting parameters of a submarine tunnel. Determining the thickness of a grout vein structure layer, the elastic modulus of the grout vein structure, the Poisson ratio of the grout vein structure, the elastic modulus of an extruded stratum and the Poisson ratio of the extruded stratum of the composite grouting ring according to the threshold value of the deformation of the surrounding rock; determining the permeability coefficient of the reinforcing ring according to the water seepage threshold; determining splitting grouting pressure and seepage grouting pressure according to the permeability coefficient of the reinforcing ring, the thickness of the grout vein structure layer and the thickness of the composite reinforcing area; determining the compressive stiffness and the bending stiffness according to the mortar vein structure elastic modulus, the mortar vein structure Poisson ratio, the squeezed stratum elastic modulus and the squeezed stratum Poisson ratio; the grouting rate is determined according to the compressive rigidity and the bending rigidity, so that the scientific and fine grouting design is realized, and the safety performance of the submarine tunnel is improved. However, the method has high requirements on geological data and test equipment, and is easy to cause slow development of early engineering.
Disclosure of Invention
The invention aims to overcome the defects and limitations of calculation and monitoring modes in the prior art, and provides a fence type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone.
In order to achieve the purpose, the invention adopts the following technical scheme:
a fence type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone comprises the following steps:
the first step is as follows: carrying out comprehensive advanced geological exploration and forecast on the construction section;
the method comprises the following steps of combining seismic wave detection, ground penetrating radar, infrared water detection, long-distance physical detection of a horizontal hole penetrating and drilling, obtaining permeability grade of rock, uniaxial compressive strength of a rock group and Poisson's ratio physical and mechanical parameters by combining tests, mastering geological structure information in front of a tunnel face in an all-around and dead-angle-free mode, and determining a grouting range;
the second step is that: and (4) pre-grouting, and measuring the actual grouting pressure. Firstly, determining the spacing and the number of grouting drill holes according to the diffusion radius parameter of slurry obtained by experimental grouting, and determining the grouting pressure to be 1-4 MPa and the spacing between grouting holes to be 3m between ground surface grouting holes;
the third step: when the submarine tunnel passes through the water-rich fault geological section, performing rapid surface grouting on surrounding rocks on two sides of the section of tunnel to form a water blocking wall;
a) determining a tunnel excavation contour line along the tunneling direction of a submarine tunnel on a sea bed surface, wherein 6m before and 6m after the tunnel excavation contour line reaches a water-rich fault fracture zone are a fence type grouting water blocking section; and setting a water blocking wall contour line parallel to the excavation contour line to the outside around the excavation contour line, wherein the distance between the water blocking wall contour line and the tunnel excavation contour line is preferably 3-6 m. The construction difficulty is reduced, and the grouting quality is greatly improved.
b) And vertically drilling a plurality of water blocking wall surface grouting holes from the surface right above the tunnel to be excavated along the water blocking wall contour line. The surface grouting holes of the water-blocking wall are arranged in a quincunx shape, and finally the continuous underground wall is formed.
And the hole site of the vertical grouting hole in the first construction area and the hole site of the vertical grouting hole in the second construction area, which are subjected to drilling operation at the same time, are symmetrical relative to the longitudinal axis of the tunnel to be excavated. The grouting mode is split grouting, and the grouting material is cement-water glass double-liquid slurry.
The designed depth range of grouting is 3-5m above the vault of the tunnel to be excavated to 3-5m below the bottom of the tunnel; the grouting pressure is 1-2 times of hydrostatic pressure. Drilling and spraying the steel pipe into the seabed, wherein the arrangement distance of specific drilling holes is 3m, the diameter phi of the drilling hole is 150mm, and a grout spraying opening is arranged at a section 1m away from a drilling head of the drilling and spraying steel pipe. And binding a telescopic sealing bag at a section 1.5m away from the tail end of the steel pipe, wherein the length of the drilling and spraying steel pipe is 25 m. If the hole wall collapses or the drilling powder is too much in the drilling process, hole sweeping operation is carried out, the rotating speed of the drill bit is reduced, and flushing liquid is sprayed out from the grouting inner tube to clean the grouting hole.
In the grouting process, cement-water glass double-liquid slurry is injected into the flexible sealing bag through the flexible sealing bag grouting small pipe to prop open the flexible sealing bag so as to be fully and tightly attached to the wall of the drilled hole, and then the cement-water glass double-liquid slurry is injected into the steel pipe so as to be diffused to a target stratum through a slurry spraying port at the tail end of the steel pipe. The flexible sealing bag is tightly attached to the hole wall, so that the grouting pressure is effectively maintained, and the slurry leakage is avoided. And performing retreating type grouting from the bottom of the hole from bottom to top, namely performing sectional grouting from the bottom of the hole upwards in the grouting hole, wherein the length of each grouting is 3m and 5m respectively, and retreating and grouting another section after the section is completely grouted until the whole hole section is completely grouted. Each section of grouting path is controlled by a telescopic sealing bag.
In the transverse direction of the construction space, the drilling sequence of the hole sites of the vertical grouting holes in the first construction area is operated gradually from the contour line of the left water blocking wall to the left; and the drilling sequence of the hole sites of the vertical grouting holes in the second construction area is gradually operated from the contour line of the right water-blocking wall to the right. The grouting sequence is carried out according to the principle that the holes are alternately arranged from the middle to the two sides.
c) The grouting end is controlled by adopting a double-control standard combining single-hole grouting amount and grouting final pressure. When the final pressure drilling depth is within 30m, the final pressure drilling depth is about 2MPa, the pressure is maintained for more than 10 minutes, and the actual grouting amount reaches more than 80 percent of the design.
The surface grouting amount calculation formula is as follows:
wherein R is the slurry diffusion radius (m), and L is the grouting area length (m); eta is stratum porosity (%), a is effective slurry filling rate (0.9-1), and beta is slurry loss factor (1.15).
The fourth step: carrying out advanced grouting reinforcement on the tunnel face to be excavated towards the tunneling direction to form a water-blocking cover plate:
a) a plurality of grouting hole sites are annularly distributed on the upper half section of the tunnel face, a grouting steel pipe is inserted into each grouting hole site according to the sequence of an outer ring to an inner ring, a plurality of grouting steel pipes are annularly distributed along the tunnel, and the external insertion angle of all the grouting steel pipes is 10-45 degrees; and then, performing high-pressure grouting in the grouting steel pipe, wherein the grouting slurry adopts a water-cement mass ratio of 0.6: 1-1: 1, cement grout is added, and the grouting pressure is controlled to be 1.5-2.5 MPa, so that the grout in the steel pipe can fully enter the soil body; after grouting, the steel pipe is in a compact state, the functions of compacting and supporting broken gravel belts and reinforcing broken stones on the upper part of an excavation profile can be achieved, accurate advanced grouting in a local range above the arch part of the tunnel is realized, and a water blocking cover plate is formed above the tunnel face to be excavated. The front end of the grouting steel pipe is of a conical structure, so that the soil is broken, and the resistance of the grouting steel pipe when the grouting steel pipe is driven into a soil body is reduced. And a plurality of grouting holes are formed in the pipe wall of the grouting steel pipe, so that slurry can be diffused easily, and the soil body binding force is increased.
b) In the enclosure type grouting water blocking section, a water blocking cover plate construction section is arranged every 4-6m of the forward face of the tunnel, holes are drilled and grouted on the face of the tunnel according to the step a), advanced construction is carried out along with tunneling, and joints are pushed forward, so that the purposes of rapid water blocking and advanced drainage are achieved.
c) The grouting design depth of the water blocking cover plate is 3-5m above the arch top of the tunnel to be excavated, and the water blocking cover plate is connected with the water blocking wall to form a surrounding and blocking type water blocking structure, so that the effect of effectively grouting and cutting off a seawater seepage path is achieved.
The fifth step: and (3) grouting effect inspection: adopting a drilling inspection method, after the water blocking wall and the water blocking cover plate at each stage are grouted, arranging inspection holes according to 5-10% of the number of the grouting holes, determining the positions of the inspection holes according to the grouting condition of the drilled holes, performing drilling inspection on the inspection holes, reserving 2m sections of the inspection holes within the length of an excavation section, and performing the next step after the water inflow of the tunnel reaches the design safety standard;
and a sixth step: carrying out full-section advanced grouting reinforcement on the tunnel face of the tunnel to be excavated;
the seventh step: excavating step by step, and excavating by adopting a step method and a drilling and blasting method.
And circulating the construction method to finally finish the grouting of the water-rich fault zone.
Soil bodies on two sides of the tunnel are reinforced by surface grouting right above the submarine tunnel to be excavated, so that the binding force of broken stone soil bodies on two sides of the submarine tunnel is increased, and two water blocking walls parallel to the excavation contour line of the tunnel are formed; and the tunnel face to be excavated is inserted with grouting steel pipes in an advanced annular manner in the tunneling direction, a water-blocking cover plate is formed after grouting reinforcement, and the water-blocking wall is connected with the water-blocking cover plate to form a surrounding water-blocking structure. According to the invention, pressure grouting is innovatively carried out from top to bottom on the surface of the seabed, effective underground continuous walls are formed at two sides of the tunnel to isolate seepage paths of seawater, and meanwhile, fracture and crushing zones at two sides of the tunnel can be effectively reinforced, so that the safety coefficient in the process of tunneling the submarine tunnel is improved, and the application range is wider.
The invention has the beneficial effects that:
1. the method is suitable for the fault fracture zone of the submarine tunnel or the fractured rock mass stratum with developed water-rich fractures, has short construction period and low cost, and can reduce the grouting reinforcement water plugging engineering quantity and improve the construction efficiency on the premise of ensuring the tunnel excavation safety.
2. The enclosure type water blocking structure provided by the invention has the advantages that the seepage diameter is effectively prolonged, the possibility of sudden heavy water gushing is reduced, and the safety of the submarine tunnel passing through the water-rich fault fracture zone is improved.
3. Different from the traditional full-section in-tunnel curtain grouting in the prior art, the enclosure type grouting construction method is adopted, and particularly a water-blocking cover plate is formed for grouting and reinforcing the vault of the tunnel to be excavated, so that the safety of tunnel excavation construction is ensured, and the pertinence and effectiveness of grouting, reinforcing and water plugging are improved.
4. The preparation work in earlier stage of excavation face can not influenced at the in-process of earth's surface slip casting, the slip casting construction of wall and the apron that blocks water can go on simultaneously to can provide sufficient operating space for slip casting drilling equipment, greatly improve the efficiency of construction.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention;
FIG. 2 is a schematic illustration of borehole grouting according to the present invention;
FIG. 3 is a schematic diagram of the water blocking wall surface grouting of the present invention;
FIG. 4 is a plan view of the arrangement of the water blocking wall surface grouting steel pipes of the present invention;
FIG. 5 is a schematic diagram of the advanced grouting of the water blocking cover plate of the present invention;
FIG. 6 is a schematic longitudinal section view of the arrangement of a water-blocking cover plate advanced grouting steel pipe of the invention;
fig. 7 is a schematic diagram of an anti-seepage mechanism of the enclosure type water-blocking structure of the invention.
Reference numerals: 1. grouting the earth surface, drilling and spraying a steel pipe; 2. grouting small tubes of the telescopic sealing bags; 3. grouting an inner pipe; 4. a telescopic sealing bag; 5. a guniting port; 6. a drill bit; 7. Grouting holes on the surface of the water-blocking wall; 8. a water-blocking cover plate; 9. the water-blocking cover plate is provided with a front grouting hole; 10. a grouting hole for the last cycle footage; 11. lining; 12. excavating a tunnel face; 13. enclose fender formula water blocking structure.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
The structure, proportion, size and the like shown in the drawings are only used for matching with the content disclosed in the specification, so that the person skilled in the art can understand and read the description, and the description is not used for limiting the limit condition of the implementation of the invention, so the method has no technical essence, and any structural modification, proportion relation change or size adjustment still falls within the scope covered by the technical content disclosed by the invention without affecting the effect and the achievable purpose of the invention. In addition, the terms "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for clarity of description, and are not intended to limit the scope of the present invention, and the relative relationship between the terms and the terms is not to be construed as a scope of the present invention.
As shown in fig. 1 to 7, the fence type grouting construction method for the submarine tunnel to pass through the water-rich fault fracture zone comprises the following steps:
the first step is as follows: carrying out comprehensive advanced geological exploration and forecast on the construction section;
seismic wave detection, ground penetrating radar, infrared water detection, horizontal hole detection and other long-distance geophysical prospecting are combined with drilling; physical and mechanical parameters such as permeability grade of the rock, uniaxial compressive strength of rock groups, Poisson's ratio and the like are obtained by combining the test; the geological structure information in front of the tunnel face is mastered in an all-around and dead-angle-free mode, and the grouting range is determined;
the second step is that: and measuring actually required grouting parameters through pre-grouting on the construction section. The grouting pressure, the spacing of grouting drill holes and the number of grouting drill holes are determined according to the related data of slurry diffusion obtained by experimental grouting. And finally, the grouting pressure is determined to be 1-4 MPa, and the distance between grouting holes is 3 m.
The third step: before and after the submarine tunnel passes through the water-rich sand layer, performing rapid surface grouting on two sides of the submarine tunnel to form a water-blocking wall:
a) determining a tunnel excavation contour line along the tunneling direction of a submarine tunnel on a sea bed surface, wherein 6m before and 6m after the tunnel excavation contour line reaches a water-rich fault fracture zone are a fence type grouting water blocking section; and setting a water blocking wall contour line parallel to the excavation contour line to the outside around the excavation contour line, wherein the distance between the water blocking wall contour line and the tunnel excavation contour line is preferably 3-6 m. The construction difficulty is reduced, and the grouting quality is greatly improved.
b) And vertically drilling a plurality of water blocking wall surface grouting holes from the surface right above the tunnel to be excavated along the water blocking wall contour line. The surface grouting holes of the water-blocking wall are arranged in a quincunx shape, and finally the continuous underground wall is formed.
And the hole site of the vertical grouting hole in the first construction area and the hole site of the vertical grouting hole in the second construction area, which are subjected to drilling operation at the same time, are symmetrical relative to the longitudinal axis of the tunnel to be excavated. The grouting mode is split grouting, and the grouting material is cement-water glass double-liquid slurry.
The designed depth range of grouting is 3-5m above the vault of the tunnel to be excavated to 3-5m below the bottom of the tunnel; the grouting pressure is 1-2 times of hydrostatic pressure. Drilling and spraying the steel pipe into the seabed, wherein the arrangement distance of specific drilling holes is 3m, the diameter phi of the drilling hole is 150mm, and a grout spraying opening is arranged at a section 1m away from a drilling head of the drilling and spraying steel pipe. And binding a telescopic sealing bag at a section 1.5m away from the tail end of the steel pipe, wherein the length of the drilling and spraying steel pipe is 25 m. If the hole wall collapses or the drilling powder is too much in the drilling process, hole sweeping operation is carried out, the rotating speed of the drill bit is reduced, and flushing liquid is sprayed out from the grouting inner tube to clean the grouting hole.
In the grouting process, cement-water glass double-liquid slurry is injected into the flexible sealing bag through the flexible sealing bag grouting small pipe to prop open the flexible sealing bag so as to be fully and tightly attached to the wall of the drilled hole, and then the cement-water glass double-liquid slurry is injected into the steel pipe so as to be diffused to a target stratum through a slurry spraying port at the tail end of the steel pipe. The flexible sealing bag is tightly attached to the hole wall, so that the grouting pressure is effectively maintained, and the slurry leakage is avoided. And performing retreating type grouting from the bottom of the hole from bottom to top, namely performing sectional grouting from the bottom of the hole upwards in the grouting hole, wherein the length of each grouting is 3m and 5m respectively, and retreating and grouting another section after the section is completely grouted until the whole hole section is completely grouted. Each section of grouting path is controlled by a telescopic sealing bag.
In the transverse direction of the construction space, the drilling sequence of the hole sites of the vertical grouting holes in the first construction area is operated gradually from the contour line of the left water blocking wall to the left; and the drilling sequence of the hole sites of the vertical grouting holes in the second construction area is gradually operated from the contour line of the right water-blocking wall to the right. The grouting sequence is carried out according to the principle that the holes are alternately arranged from the middle to the two sides.
c) The grouting end is controlled by adopting a double-control standard combining single-hole grouting amount and grouting final pressure. When the final pressure drilling depth is within 30m, the final pressure drilling depth is about 2MPa, the pressure is maintained for more than 10 minutes, and the actual grouting amount reaches more than 80 percent of the design.
The surface grouting amount calculation formula is as follows:
wherein R is the slurry diffusion radius (m), and L is the grouting area length (m); eta is formation porosity (%), a is effective slurry filling rate (preferably 0.9-1), and beta is slurry loss factor (preferably 1.15).
The fourth step: carrying out advanced grouting reinforcement on the tunnel face to be excavated towards the tunneling direction to form a water-blocking cover plate:
a) a plurality of grouting hole sites are annularly distributed on the upper half section of the tunnel face, a grouting steel pipe is inserted into each grouting hole site according to the sequence of an outer ring to an inner ring, a plurality of grouting steel pipes are annularly distributed along the tunnel, and the external insertion angle of all the grouting steel pipes is 10-45 degrees; and then, performing high-pressure grouting in the grouting steel pipe, wherein the grouting slurry adopts a water-cement mass ratio of 0.6: 1-1: 1, cement grout is added, and the grouting pressure is controlled to be 1.5-2.5 MPa, so that the grout in the steel pipe can fully enter the soil body; after grouting, the steel pipe is in a compact state, the functions of compacting and supporting broken gravel belts and reinforcing broken stones on the upper part of an excavation profile can be achieved, accurate advanced grouting in a local range above the arch part of the tunnel is realized, and a water blocking cover plate is formed above the tunnel face to be excavated.
The front end of the grouting steel pipe is of a conical structure, so that the soil is broken, and the resistance of the grouting steel pipe when the grouting steel pipe is driven into a soil body is reduced. And a plurality of grouting holes are formed in the pipe wall of the grouting steel pipe, so that slurry can be diffused easily, and the soil body binding force is increased.
b) In the enclosure type grouting water blocking section, a water blocking cover plate construction section is arranged every 4-6m of the forward face of the tunnel, holes are drilled and grouted on the face of the tunnel according to the step a), advanced construction is carried out along with tunneling, and joints are pushed forward, so that the purposes of rapid water blocking and advanced drainage are achieved.
c) The grouting design depth of the water blocking cover plate is 3-5m above the arch top of the tunnel to be excavated, and the water blocking cover plate is connected with the water blocking wall to form a surrounding and blocking type water blocking structure 13 which plays a role in effectively grouting and cutting off a seawater seepage path.
The fifth step: and (3) grouting effect inspection: adopting a drilling inspection method, after the water blocking wall and the water blocking cover plate at each stage are grouted, arranging inspection holes according to 5-10% of the number of the grouting holes, determining the positions of the inspection holes according to the grouting condition of the drilled holes, performing drilling inspection on the inspection holes, reserving 2m sections of the inspection holes within the length of an excavation section, and performing the next step after the water inflow of the tunnel reaches the design safety standard;
and a sixth step: carrying out full-section advanced grouting reinforcement on the tunnel face of the tunnel to be excavated;
the seventh step: excavating step by step, and excavating by adopting a step method and a drilling and blasting method.
And circulating the construction method to finally finish the grouting of the water-rich fault zone.
Although the embodiments of the present invention have been described with reference to the accompanying drawings, it is not intended to limit the scope of the present invention, and it should be understood by those skilled in the art that various modifications and variations can be made without inventive efforts by those skilled in the art based on the technical solution of the present invention.
Claims (10)
1. A fence type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone is characterized by comprising the following steps:
the first step is as follows: carrying out comprehensive advanced geological exploration and forecast on the construction section;
the second step is that: measuring actually required grouting parameters through pre-grouting of a construction section, and determining grouting pressure, interval and number of grouting drill holes according to slurry diffusion related data obtained by test grouting;
the third step: when the submarine tunnel passes through the water-rich fault geological section, performing rapid surface grouting on surrounding rocks on two sides of the section of tunnel to form a water blocking wall;
a) determining a tunnel excavation contour line along the tunneling direction of the submarine tunnel on the surface of the sea bed, and forming a fence type grouting water blocking section before and after the tunnel excavation contour line reaches a water-rich fault fracture zone; setting a water blocking wall contour line parallel to the tunnel excavation contour line to the outside around the tunnel excavation contour line;
b) vertically drilling a plurality of water-blocking wall surface grouting holes from the surface right above the tunnel to be excavated along the water-blocking wall contour line to finally form a continuous underground wall;
c) controlling the grouting end by adopting a double-control standard combining the single-hole grouting amount and the grouting final pressure;
the fourth step: carrying out advanced grouting reinforcement on the tunnel face to be excavated towards the tunneling direction to form a water-blocking cover plate:
a) a plurality of grouting hole sites are annularly distributed on the upper half section of the tunnel face, a grouting steel pipe is inserted into each grouting hole site according to the sequence of an outer ring to an inner ring, a plurality of grouting steel pipes are annularly distributed along the tunnel, and the external insertion angle of all the grouting steel pipes is 10-45 degrees; then, high-pressure grouting is carried out in the grouting steel pipe, and a water-blocking cover plate is formed above the tunnel face to be excavated in an inclined mode;
b) in the fence type grouting water blocking section, drilling and grouting are carried out on the tunnel face according to the step a) in the fourth step, and joints are advanced along with the tunneling construction, so that the purposes of rapid water blocking and advanced drainage are achieved;
c) the grouting design depth of the water-blocking cover plate is 3-5m above the arch top of the tunnel to be excavated, and the water-blocking cover plate is connected with the water-blocking wall to form a surrounding water-blocking structure, so that the effect of effectively grouting and cutting off a seawater seepage path is achieved;
the fifth step: and (3) grouting effect inspection: adopting a drilling inspection method, and carrying out the next step after the tunnel water inflow reaches the design safety standard;
and a sixth step: carrying out full-section advanced grouting reinforcement on the tunnel face of the tunnel to be excavated;
the seventh step: excavating step by step, and excavating by adopting a step method and a drilling and blasting method; and circulating the above construction steps to finally finish the grouting of the water-rich fault zone.
2. The enclosure type grouting construction method for a submarine tunnel to penetrate through a water-rich fault fracture zone according to claim 1, characterized in that in the first step, seismic wave detection, ground penetrating radar, infrared water detection, horizontal hole detection long-distance physical detection and drilling are combined, and the permeability grade of rock, the uniaxial compressive strength of rock groups and Poisson's ratio physical and mechanical parameters are obtained through a combination test, so that the geological structure information in front of a tunnel face can be mastered in an all-around and dead-corner-free manner, and the grouting range can be determined.
3. The fence type grouting construction method for a submarine tunnel to cross a water-rich fault fracture zone according to claim 1, wherein in the second step, the grouting pressure is determined to be 1-4 MPa, and the distance between surface grouting holes is 3 m.
4. The method for performing fence-type grouting construction of a submarine tunnel across a water-rich fault-fractured zone according to claim 1, wherein in the third step a), 6m before reaching the water-rich fault-fractured zone and 6m after finishing reaching the water-rich fault-fractured zone are used as a fence-type grouting water-blocking section; the distance between the contour line of the water blocking wall and the contour line of the tunnel excavation is 3-6 m.
5. The fence-type grouting construction method for a submarine tunnel to cross a water-rich fault fracture zone according to claim 1, wherein in the third step b), the grouting holes on the surface of the water-blocking wall are arranged in a quincunx shape; and simultaneously, the hole site of the vertical grouting hole in the first construction area and the hole site of the vertical grouting hole in the second construction area, which are subjected to drilling operation, are symmetrical relative to the longitudinal axis of the tunnel to be excavated, the grouting mode is split grouting, and the grouting material is cement-water glass double-liquid slurry.
6. The dam grouting construction method for a submarine tunnel to cross a water-rich fault fracture zone according to claim 1, wherein in the third step b), the grouting design depth ranges from 3-5m above the vault of the tunnel to be excavated to 3-5m below the tunnel; the grouting pressure is 1-2 times of hydrostatic pressure; drilling and spraying steel pipes into the seabed, wherein the arrangement distance of specific drill holes is 3m, the diameter of the drill hole is phi 150mm, and a grout spraying opening is formed in a section 1m away from a drill bit of the drilling and spraying steel pipe; and binding a telescopic sealing bag at a section 1.5m away from the tail end of the steel pipe, wherein the length of the drilling and spraying steel pipe is 25 m.
7. The method for performing fence-type grouting construction of a submarine tunnel across a water-rich fault fracture zone according to claim 1, wherein in the third step b), during grouting, cement-water glass double-liquid cement is injected into the flexible sealing bag through a small grouting pipe of the flexible sealing bag to prop the flexible sealing bag open so as to be sufficiently attached to the wall of a drilled hole, and then the cement-water glass double-liquid cement is injected into the steel pipe so as to be diffused to a target stratum through a grouting port at the tail end of the steel pipe; performing retreating type grouting from the bottom of the hole from bottom to top, namely performing sectional grouting from the bottom of the hole upwards in a grouting hole, wherein the length of each grouting is 3m and 5m respectively, and retreating and grouting another section after the section is completely grouted until the grouting of the whole hole section is completed; each section of grouting path is controlled by a telescopic sealing bag; in the transverse direction of the construction space, the drilling sequence of the hole sites of the vertical grouting holes in the first construction area is operated gradually from the contour line of the left water blocking wall to the left; the drilling sequence of the hole sites of the vertical grouting holes in the second construction area is gradually operated from the contour line of the right water-blocking wall to the right; the grouting sequence is carried out according to the principle that the holes are alternately arranged from the middle to the two sides.
8. The method for performing fence-type grouting construction of a submarine tunnel across a water-rich fault fracture zone according to claim 1, wherein in the third step c), when the drilling depth is within 30m, the final pressure is 2MPa and the pressure is maintained for more than 10 minutes, and the actual grouting amount reaches more than 80% of the design amount;
calculating formula of surface grouting quantity Q:
wherein R is the slurry diffusion radius and the unit is m; l is the length unit of the grouting area m; eta is stratum porosity, unit is%; alpha is the effective filling rate of the slurry, and is taken to be 0.9-1; beta is the slurry loss coefficient, and is taken as 1.15.
9. The method for performing fence type grouting construction on a water-rich fault fracture zone penetrated by a submarine tunnel according to claim 1, wherein in the fourth step a), the grouting slurry is prepared by adopting a water-cement mass ratio of 0.6: 1-1: 1, cement grout, wherein the grouting pressure is controlled to be 1.5-2.5 MPa; the front end of the grouting steel pipe is of a conical structure, and the pipe wall of the grouting steel pipe is provided with a plurality of grouting holes.
10. The fence-type grouting construction method for a submarine tunnel to pass through a water-rich fault fracture zone according to claim 1, wherein in the fifth step, after the grouting of the water blocking wall and the water blocking cover plate at each stage is completed, inspection holes are arranged according to 5% -10% of the number of the grouting holes, the positions of the inspection holes are determined according to the grouting condition of the drilling holes, and the drilling depth of the inspection holes is as follows: the length of the excavation section is subtracted by the reserved 2 m.
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| CN113803086A (en) * | 2021-09-07 | 2021-12-17 | 山西晋煤集团技术研究院有限责任公司 | Segmented layered circulating grouting construction method for soft coal seam multiplexing roadway |
| CN113982598B (en) * | 2021-10-09 | 2023-05-09 | 中铁七局集团有限公司 | Non-drop grouting reinforcement construction method for shield connection channel of water-rich sandy pebble stratum |
| CN114136793B (en) * | 2021-10-19 | 2024-01-12 | 中国铁路设计集团有限公司 | Experimental method and experimental device for tunnel crossing double faults |
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
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