CN112663646A - Stable in-situ reinforcing method for grouting control - Google Patents
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Abstract
The invention discloses a stable in-situ reinforcing method for grouting control, which comprises the following steps: s1, setting a cement stacking platform, stirring, pulping and grouting pumps on the ground of a station wind box, connecting a high-pressure grouting pipe downwards to a tunnel entrance, setting one grouting pump with stirring at the tunnel entrance, connecting the high-pressure grouting pipe to the grouting place of the tunnel in the horizontal direction, setting a grouting pump for grouting construction at the grouting place, adopting a grouting pump propelled by a low-pressure screw rod as the ground grouting pump in S1, adopting a slurry pump with a higher pressure at the tunnel entrance, calculating the pumping distance, adopting a low-pressure screw rod grouting pump as the grouting pump, reducing the labor intensity of manual carrying, lifting and transferring from the ground into a subway tunnel with the underground depth of more than 20 meters, improving the efficiency, avoiding the lifting of ballastless tracks in the grouting and plugging process, influencing joint debugging joint test, adopting an integral track bed for intercity high-speed rail, and bringing great disturbance vibration to a secondary lining, an inverted arch and a bottom plate when a motor train passes through the subway, and create large air flow disturbances.
Description
Technical Field
The invention relates to the technical field of seepage prevention, in particular to a stable in-situ reinforcing method for grouting control.
Background
In the industrial production process, leakage is one of the most common equipment problems, according to incomplete statistics, the economic loss caused by leakage exceeds more than 3 trillion every year, the leakage not only causes meaningless loss of various industrial raw materials, but also can corrode equipment and other equipment, and is a source of numerous safety accidents, the leakage of buildings is long, the leakage time is long, the expansion of reinforcing steel bars and the appearance of cement surfaces are caused, so that the service life of a house is influenced, and the leakage has important influence on the production and life of people;
but the seepage water can cause the concrete to rust and rise, aggravate the structural concrete fracture and the degradation speed is accelerated, influence acceptance, influence the safety of structure, influence the life-span of structure, after the ballastless track is laid, can not cause the track board lifting very important in the grouting leaking stoppage construction.
Disclosure of Invention
The invention provides a stable in-situ reinforcing method for grouting control, which can effectively solve the very important problems that concrete is rusted and swelled, structural concrete cracking is aggravated, the degradation speed is accelerated, acceptance is influenced, the safety of a structure is influenced, the service life of the structure is influenced, and a track slab cannot be lifted in grouting plugging construction after a ballastless track is laid.
In order to achieve the purpose, the invention provides the following technical scheme: a stable in-situ reinforcing method for grouting control comprises the following steps:
s1, setting a cement stacking platform, stirring, pulping and grouting pumps on the ground of the station wind box, connecting a high-pressure grouting pipe downwards to a tunnel entrance, setting one grouting pump with stirring at the tunnel entrance, connecting the high-pressure grouting pipe to the grouting position of the tunnel in the horizontal direction, and setting a grouting pump for grouting construction at the grouting position; the underground subway tunnel conveying device belongs to a relay pumping principle, reduces the labor intensity of manual carrying, lifting and transferring from the ground into the underground subway tunnel with the buried depth of more than 20 meters, and improves the efficiency;
s2, drilling holes at positions 1.5 meters high in the severe water leakage sections of the secondary linings of the tunnel, wherein the hole diameter is 25 millimeters, the secondary linings are drilled deeply, the horizontal distance is about 3 meters, construction joints are avoided, water flows in the holes for 3-5 days, the water pressure is released from the back of the arch part, and grouting is performed; a horizontal partition wall is made behind a structural wall at the position of a side wall of the tunnel, the arch part and the side wall are made at the position of 1.5 m high as the partition wall, and a water seepage channel between the arch part and an inverted arch is grouted and isolated, wherein the common grouting does not adopt the technology of the partition wall, and the grouting is directly drilled and grouted;
s3, finding out a serious interval at the water leakage position, drilling holes in the annular range of the secondary lining of the tunnel, wherein the hole diameter is 25 mm, the secondary lining is drilled in depth, the annular distance is 3 m, construction joints are avoided, and grouting is performed; then performing water leakage serious area and water non-leakage area on the tunnel, performing annular grouting on the tunnel to form an annular partition wall behind the tunnel structure wall, wherein the grouting is direct drilling grouting without adopting the technology of the partition wall;
s4, effectively partitioning a water leakage area of the arch wall through the annular partition wall and the longitudinal partition wall, and drilling holes at the right top and left arch waists of the arch part of the tunnel at the aperture of 25 mm and the depth of penetrating the secondary linings at the longitudinal interval of 4-5 m for backfill grouting at the back of the secondary linings of the partitioned tunnel;
s5, manually stirring the pumped cement slurry for the second time;
s6, for the leakage stoppage of the virtual slag grouting under the inverted arch structure at the water leakage position of the ballastless track, firstly drilling through the inverted arch at the side ditches at two sides, decompressing and draining water, observing water quantity and water pressure, wherein the hole diameter is 50 mm, and the hole depth is 10 cm after drilling through the inverted arch, installing a shell expansion type hollow grouting anchor rod, opening a shell expansion type device by adopting a physical method, which is equivalent to the effect of an expansion screw, and physically fixing a surrounding rock stratum, an inverted arch structure layer, a leveling structure layer and a ballastless track structure layer by adopting the shell expansion type anchor rod; when the inverted arch grouting is effectively prevented, ballastless tracks are lifted due to water channeling of the interlayers, drilling and grouting are generally performed directly, and anchor rods are not adopted for physical fixation;
s7, at a position with large water seepage, drilling a reinforced concrete with a second lining and a concrete for primary support through a left arch waist and a right arch waist with an included angle of 60 degrees between the right top of the tunnel and the arch waist by using a core-pulling machine, then drilling a hole in the enclosed rock stratum by using a drilling machine, adopting a hollow grouting anchor rod, wherein the drilling depth is 6 m, pouring an ultrafine cement-based non-shrinkage high-strength grouting material, and adding sulphoaluminate early-setting early-strength cement and polymer building glue; the grouting anchor rod is further adopted to carry out in-situ reinforcement on the surrounding rock stratum, the inverted arch structure layer, the leveling structure layer and the ballastless track structure layer, the common grouting adopts cement water glass, the strength after curing is not high after the cement-based non-shrinkage high-strength grouting material adopted by the construction method is cured, the cement-based non-shrinkage high-strength grouting material adopted by the construction method has no shrinkage and micro expansion in volume after curing, the strength is improved by a lot and is higher than C60 compared with the condition that the common cement slurry can shrink and cure to generate a bleeding rate, the strength is far higher than the strength of C15 after the common cement slurry is cured, the curing speed is high, and the grouting reinforcement effect of the material is far better than that of the common cement slurry;
s8, plugging and reinforcing irregular cracks of a secondary lining structure, incompact structure and ballastless track cracks, and pouring water-resistant and moisture-resistant modified epoxy resin with the elongation of 6% and certain toughness after curing; when the motor train unit passes through, great vibration disturbance is brought to the second lining, the inverted arch and the bottom plate, great airflow disturbance is generated, the vibration disturbance and the load disturbance can be resisted to crack the ballastless track again, and a stable in-situ reinforcement effect is achieved;
s9, during grouting, arranging a grouting hole, an observation hole and a water drainage hole into a group, grouting from the grouting hole, extruding water to the water drainage hole and the observation hole, continuously changing holes from one side to the other layer for grouting, extruding a water-stored interlayer channel from one side to the other layer, preventing the channel with slurry channeling from reaching the lower side of an inverted arch, and enabling the water drainage hole to discharge grouting pressure and water pressure, so that the lifting of a track class is prevented, and then the expanding-shell type hollow grouting anchor rod is used for fixing the track plate in situ, so that the effect of stable in situ reinforcement can be achieved.
According to the technical scheme, in the S1, a grouting pump propelled by a low-pressure screw is adopted as the ground grouting pump, a slurry pump with a higher pressure is adopted at a tunnel opening, the pumping distance needs to be calculated, and a low-pressure screw grouting pump is adopted as the grouting pump.
According to the technical scheme, grouting is carried out from the lower part of the line to the higher part of the S2 hole by hole, adjacent holes are discharged, water leaks from cracks on the surface of the secondary lining within 2 meters, grouting is stopped, grouting pressure is 0.1 MPa to 0.2 MPa, thick slurry with the water-cement ratio of about 1:2 is adopted, early-setting and early-strengthening cement-based grouting material, special cement grouting material which is not dispersed in water and additive for structural self-waterproofing and cement-based infiltration crystallization are mixed.
According to the technical scheme, grouting is performed in the S3 from the lower part of the side wall to the higher part of the arch part one by one, grouting is stopped if adjacent holes are discharged, grouting pressure is between 0.2 and 0.3 MPa, thick slurry with water-cement ratio of 1:1 and 1:2 is adopted, early-setting and early-strength cement-based grouting material is doped, and special cement grouting material which is not dispersed in water is also added;
detecting the lifting data of the track slab every 1 hour during grouting;
and (4) alarming when the lifting exceeds 2 mm and alarming when the lifting exceeds 3 mm, and stopping grouting.
According to the technical scheme, a low-pressure slow-grouting, fast-curing and interval sequential KT-CSS control grouting method is adopted in S4, the pressure is 0.3-0.5 MPa, a screw grouting machine is adopted, the pressure rises in a parabola shape and is gentle, thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3 is adopted, the proportioning is formulated on site according to the slurry inlet amount and the water outlet amount, a cement-based grouting material with early setting and early strength, sulphoaluminate early strength cement, a special cement grouting material which is not dispersed in water, and an additive with a self-waterproof and cement-based infiltration crystallization structure are doped, the curing time of cement slurry is controlled, and interval sequential grouting is carried out;
and (3) detecting the lifting data of the track slab every 1 hour during grouting, giving an alarm when the lifting exceeds 2 mm yellow, giving an alarm when the lifting exceeds 3 mm red, and stopping grouting.
According to the technical scheme, in the step S6, the ballastless track, the leveling layer and the inverted arch structure layer are firstly anchored in a physical and mechanical mode, and then channel steel is temporarily connected with the anchor rod head, so that the lifting possibility of the ballastless track is controlled in the horizontal direction;
firstly, controlling the lifting possibility of a ballastless track by using physical mechanical force, then adopting pure cement-based superfine non-shrinkage self-leveling self-compaction micro-expansion special grouting material, adding water if necessary, not dispersing the grouting material, grouting, adopting a low-pressure, slow-grouting, fast-curing and interval graded sequence KT-CSS control grouting method, wherein the pressure is 0.2 MPa-0.3 MPa, adopting a screw grouting machine, the pressure rises and is gentle in a parabola shape, adopting thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3, and detecting the lifting data of a track slab every 1 hour during grouting;
lifting to alarm when the distance exceeds 2 mm, and alarming when the distance exceeds 3 mm, and stopping grouting;
during grouting, a grouting hole, a pressure relief hole and an observation hole are needed, a 14 mm drill bit is adopted at the later stage, the drilling depth is 1.5 m, a chemical grouting machine is adopted, high-permeability modified epoxy structural adhesive capable of being cured in moisture-resistant water is poured, and further supplementary grouting is carried out on the ballastless track, the pavement layer, the inverted arch structure layer, and the interlayer space and the small cavity below the structure.
According to the technical scheme, a KT-CSS control grouting method is adopted in S7, grouting is carried out in a grading sequence, gravel layer surrounding rock is solidified, the surrounding rock is reinforced, a piston type slurry pump is adopted, grouting pressure is controlled to be 1.5 MPa to 2.0 MPa, the slurry inlet amount is less than 5 liters in 2 minutes, grouting is stopped, after 48 hours, holes are drilled at the position with the included angle of 30 degrees between the arch center and the arch part, the depth is 4 meters, acrylate chemical grouting materials are then poured, a piston type double-liquid grouting pump is adopted for grouting, the grouting pressure is 2.0 MPa, curtain grouting is carried out, the slurry inlet amount is less than 5 liters in 5 minutes, grouting is stopped, after 10 minutes, secondary supplementary grouting is carried out for preventing slurry loss, the slurry inlet amount is less than 5 liters in 5 minutes, grouting is stopped, the water permeability of the surrounding rock layer is reduced, the surrounding rock seepage resistance effect is improved, and the source of tunnel seepage water is further reduced, and (3) detecting the lifting data of the track slab every 1 hour during grouting, and stopping grouting if the lifting exceeds 2 mm yellow alarm and 3 mm red alarm.
Compared with the prior art, the invention has the beneficial effects that: the invention has scientific and reasonable structure, safe and convenient use, can not cause the lifting of ballastless tracks in the grouting and leaking stoppage process, and can influence joint debugging and joint testing, the intercity high-speed rail adopts an integral track bed, when a motor train unit passes through, the motor train unit brings great vibration disturbance to a secondary lining, an inverted arch and a bottom plate, and generates great air flow disturbance, the water leakage under the vibration environment of underground structural engineering is solved by utilizing a comprehensive regulation method, and the permanent water prevention and the reinforcement are organically combined together while the water leakage is controlled;
firstly, backfill grouting is carried out on a water storage cavity between a secondary lining structure and a primary supporting structure, cavity water is changed into crack water, the pressure water is changed into non-pressure water, then consolidation grouting and curtain grouting are carried out on surrounding rocks behind a primary support, the water permeability of the surrounding rocks behind the tunnel is reduced, so that the source of water seepage of a secondary lining arch wall of the tunnel is reduced, consolidation grouting and water stopping are carried out on virtual slag under an inverted arch at the position of water seepage of a ballastless track slab of the tunnel, and finally plugging and reinforcing treatment is carried out on cracks, construction joints, deformation joints and incompactness of the secondary lining structure.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention.
In the drawings:
FIG. 1 is a schematic diagram of the structure of the process steps of the present invention.
Detailed Description
The preferred embodiments of the present invention will be described in conjunction with the accompanying drawings, and it will be understood that they are described herein for the purpose of illustration and explanation and not limitation.
Example (b): as shown in fig. 1, the present invention provides a technical solution, a stable in-situ reinforcing method for grouting control, comprising the following steps:
s1, setting a cement stacking platform, stirring, pulping and grouting pumps on the ground of the station wind box, connecting a high-pressure grouting pipe downwards to a tunnel entrance, setting one grouting pump with stirring at the tunnel entrance, connecting the high-pressure grouting pipe to the grouting position of the tunnel in the horizontal direction, and setting a grouting pump for grouting construction at the grouting position; the underground subway tunnel conveying device belongs to a relay pumping principle, reduces the labor intensity of manual carrying, lifting and transferring from the ground into the underground subway tunnel with the buried depth of more than 20 meters, and improves the efficiency;
s2, drilling holes at positions 1.5 meters high in the severe water leakage sections of the secondary linings of the tunnel, wherein the hole diameter is 25 millimeters, the secondary linings are drilled deeply, the horizontal distance is about 3 meters, construction joints are avoided, water flows in the holes for 3-5 days, the water pressure is released from the back of the arch part, and grouting is performed; a horizontal partition wall is made behind a structural wall at the position of a side wall of the tunnel, the arch part and the side wall are made at the position of 1.5 m high as the partition wall, and a water seepage channel between the arch part and an inverted arch is grouted and isolated, wherein the common grouting does not adopt the technology of the partition wall, and the grouting is directly drilled and grouted;
s3, finding out a serious interval at the water leakage position, drilling holes in the annular range of the secondary lining of the tunnel, wherein the hole diameter is 25 mm, the secondary lining is drilled in depth, the annular distance is 3 m, construction joints are avoided, and grouting is performed; then performing water leakage serious area and water non-leakage area on the tunnel, performing annular grouting on the tunnel to form an annular partition wall behind the tunnel structure wall, wherein the grouting is direct drilling grouting without adopting the technology of the partition wall;
s4, effectively partitioning a water leakage area of the arch wall through the annular partition wall and the longitudinal partition wall, and drilling holes at the right top and left arch waists of the arch part of the tunnel at the aperture of 25 mm and the depth of penetrating the secondary linings at the longitudinal interval of 4-5 m for backfill grouting at the back of the secondary linings of the partitioned tunnel;
s5, manually stirring the pumped cement slurry for the second time;
s6, for the leakage stoppage of the virtual slag grouting under the inverted arch structure at the water leakage position of the ballastless track, firstly drilling through the inverted arch at the side ditches at two sides, decompressing and draining water, observing water quantity and water pressure, wherein the hole diameter is 50 mm, and the hole depth is 10 cm after drilling through the inverted arch, installing a shell expansion type hollow grouting anchor rod, opening a shell expansion type device by adopting a physical method, which is equivalent to the effect of an expansion screw, and physically fixing a surrounding rock stratum, an inverted arch structure layer, a leveling structure layer and a ballastless track structure layer by adopting the shell expansion type anchor rod; when the inverted arch grouting is effectively prevented, ballastless tracks are lifted due to water channeling of the interlayers, drilling and grouting are generally performed directly, and anchor rods are not adopted for physical fixation;
s7, at a position with large water seepage, drilling a reinforced concrete with a second lining and a concrete for primary support through a left arch waist and a right arch waist with an included angle of 60 degrees between the right top of the tunnel and the arch waist by using a core-pulling machine, then drilling a hole in the enclosed rock stratum by using a drilling machine, adopting a hollow grouting anchor rod, wherein the drilling depth is 6 m, pouring an ultrafine cement-based non-shrinkage high-strength grouting material, and adding sulphoaluminate early-setting early-strength cement and polymer building glue; the grouting anchor rod is further adopted to carry out in-situ reinforcement on the surrounding rock stratum, the inverted arch structure layer, the leveling structure layer and the ballastless track structure layer, the common grouting adopts cement water glass, the strength after curing is not high after the cement-based non-shrinkage high-strength grouting material adopted by the construction method is cured, the cement-based non-shrinkage high-strength grouting material adopted by the construction method has no shrinkage and micro expansion in volume after curing, the strength is improved by a lot and is higher than C60 compared with the condition that the common cement slurry can shrink and cure to generate a bleeding rate, the strength is far higher than the strength of C15 after the common cement slurry is cured, the curing speed is high, and the grouting reinforcement effect of the material is far better than that of the common cement slurry;
s8, plugging and reinforcing irregular cracks of a secondary lining structure, incompact structure and ballastless track cracks, and pouring water-resistant and moisture-resistant modified epoxy resin with the elongation of 6% and certain toughness after curing; when the motor train unit passes through, great vibration disturbance is brought to the second lining, the inverted arch and the bottom plate, great airflow disturbance is generated, the vibration disturbance and the load disturbance can be resisted to crack the ballastless track again, and a stable in-situ reinforcement effect is achieved;
s9, during grouting, arranging a grouting hole, an observation hole and a water drainage hole into a group, grouting from the grouting hole, extruding water to the water drainage hole and the observation hole, continuously changing holes from one side to the other layer for grouting, extruding a water-stored interlayer channel from one side to the other layer, preventing the channel with slurry channeling from reaching the lower side of an inverted arch, and enabling the water drainage hole to discharge grouting pressure and water pressure, so that the lifting of a track class is prevented, and then the expanding-shell type hollow grouting anchor rod is used for fixing the track plate in situ, so that the effect of stable in situ reinforcement can be achieved.
According to the technical scheme, the ground grouting pump in the S1 is a low-pressure screw propelling grouting pump, the tunnel opening is a slurry pump with a high pressure, the pumping distance needs to be calculated, and the grouting pump is a low-pressure screw grouting pump.
According to the technical scheme, grouting is carried out from the lower part of the line to the higher part in S2 one by one, adjacent holes are discharged, water leaks from cracks on the surfaces of two linings within 2 meters, grouting is stopped, the grouting pressure is between 0.1 and 0.2 MPa, thick grout with the water-cement ratio of about 1:2 is adopted, early-setting and early-strength cement-based grouting material, special cement grouting material which is not dispersed in water and additive with a self-waterproof and cement-based infiltration crystallization structure are mixed, a horizontal partition wall is quickly formed, a through channel is formed for separating a cavity behind the arch part of the tunnel, behind the side wall and a cavity below the inverted arch, and the situation that slurry bunches are formed to be below inverted arch slag when rear arch part grouting is carried out, so that a ballastless track slab is lifted is prevented.
According to the technical scheme, grouting is performed from the lower part of the side wall to the higher part of the arch part one by one in S3, grouting is stopped if adjacent holes are discharged, grouting pressure is 0.2 MPa to 0.3 MPa, thick slurry with a water-cement ratio of 1:1 to 1:2, an early-setting and early-strength cement-based grouting material, a special cement grouting material which is not dispersed in water and an additive for structural self-waterproofing and cement-based infiltration crystallization are adopted, and a circumferential isolation wall is quickly formed to form two backing zones of the rear water seepage cavity;
detecting the lifting data of the track slab every 1 hour during grouting;
and (4) alarming when the lifting exceeds 2 mm and alarming when the lifting exceeds 3 mm, and stopping grouting.
According to the technical scheme, a low-pressure slow-grouting, rapid-curing and interval sequential KT-CSS control grouting method is adopted in S4, the pressure is 0.3-0.5 MPa, a screw grouting machine is adopted, the pressure rises in a parabola shape and is gentle, thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3 is adopted, the proportioning is formulated on site according to the slurry inlet amount and the water outlet amount, cement-based grouting materials with early setting and early strength are doped, sulphoaluminate early-strength cement is doped, special cement grouting materials which are not dispersed in water and additives for structural self-waterproofing and cement-based infiltration crystallization are doped, the curing time of cement slurry is controlled, and interval sequential grouting is adopted;
and (3) detecting the lifting data of the track slab every 1 hour during grouting, giving an alarm when the lifting exceeds 2 mm yellow, giving an alarm when the lifting exceeds 3 mm red, and stopping grouting.
According to the technical scheme, in S6, the ballastless track, the leveling layer and the inverted arch structure layer are firstly anchored in a physical and mechanical mode, and then channel steel is temporarily connected with an anchor rod head to control the lifting possibility of the ballastless track in the horizontal direction;
firstly, controlling the lifting possibility of a ballastless track by using physical mechanical force, then adopting pure cement-based superfine non-shrinkage self-leveling self-compaction micro-expansion special grouting material, adding water if necessary, not dispersing the grouting material, grouting, adopting a low-pressure, slow-grouting, fast-curing and interval graded sequence KT-CSS control grouting method, wherein the pressure is 0.2 MPa-0.3 MPa, adopting a screw grouting machine, the pressure rises and is gentle in a parabola shape, adopting thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3, and detecting the lifting data of a track slab every 1 hour during grouting;
lifting to alarm when the distance exceeds 2 mm, and alarming when the distance exceeds 3 mm, and stopping grouting;
need to have grout hole and pressure release hole, inspection hole during the grout, the later stage adopts 14 millimeters drill bits again, and drilling depth is 1.5 meters, adopts chemical grouting machine, fills the modified epoxy structure of high permeability that can solidify in resistant humid water and glues, further replenishes the grout to ballastless track and the layer of mating formation, inverted arch structure layer and the intermediate layer space and the small cavity below the structure, promotes leaking stoppage and reinforcement effect.
According to the technical scheme, in S7, a KT-CSS control grouting method is adopted, grouting is carried out in a sequence by steps, gravel layer surrounding rock is solidified, the surrounding rock is reinforced, a piston type slurry pump is adopted, grouting pressure is controlled to be 1.5 MPa to 2.0 MPa, the slurry inlet amount is less than 5 liters within 2 minutes, grouting is stopped, holes are drilled at the position with the included angle of 30 degrees from the arch part of the arch part after 48 hours, the depth is 4 meters, acrylate chemical grouting materials are then poured, a piston type double-liquid grouting pump is adopted for grouting, grouting pressure is 2.0 MPa, curtain grouting is carried out, the slurry inlet amount is less than 5 liters within 5 minutes, grouting is stopped, after 10 minutes, secondary supplementary grouting is carried out for preventing slurry loss, the slurry inlet amount is less than 5 liters within 5 minutes, grouting is stopped, the water permeability of the surrounding rock layer is reduced, the surrounding rock seepage resistance is improved, and the source of tunnel seepage water is further reduced, and (3) detecting the lifting data of the track slab every 1 hour during grouting, and stopping grouting if the lifting exceeds 2 mm yellow alarm and 3 mm red alarm.
Compared with the prior art, the invention has the beneficial effects that: the invention has scientific and reasonable structure, safe and convenient use, can not cause the lifting of ballastless tracks in the grouting and leaking stoppage process, and can influence joint debugging and joint testing, the intercity high-speed rail adopts an integral track bed, when a motor train unit passes through, the motor train unit brings great vibration disturbance to a secondary lining, an inverted arch and a bottom plate, and generates great air flow disturbance, the water leakage under the vibration environment of underground structural engineering is solved by utilizing a comprehensive regulation method, and the permanent water prevention and the reinforcement are organically combined together while the water leakage is controlled;
firstly, backfill grouting is carried out on a water storage cavity between a secondary lining structure and a primary supporting structure, cavity water is changed into crack water, the pressure water is changed into non-pressure water, then consolidation grouting and curtain grouting are carried out on surrounding rocks behind a primary support, the water permeability of the surrounding rocks behind the tunnel is reduced, so that the source of water seepage of a secondary lining arch wall of the tunnel is reduced, consolidation grouting and water stopping are carried out on virtual slag under an inverted arch at the position of water seepage of a ballastless track slab of the tunnel, and finally plugging and reinforcing treatment is carried out on cracks, construction joints, deformation joints and incompactness of the secondary lining structure.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A stable type in-situ reinforcing method for grouting control is characterized by comprising the following steps: the method comprises the following steps:
s1, setting a cement stacking platform, stirring, pulping and grouting pumps on the ground of the station wind box, connecting a high-pressure grouting pipe downwards to a tunnel entrance, setting one grouting pump with stirring at the tunnel entrance, connecting the high-pressure grouting pipe to the grouting position of the tunnel in the horizontal direction, and setting a grouting pump for grouting construction at the grouting position; the underground subway tunnel conveying device belongs to a relay pumping principle, reduces the labor intensity of manual carrying, lifting and transferring from the ground into the underground subway tunnel with the buried depth of more than 20 meters, and improves the efficiency;
s2, drilling holes at positions 1.5 meters high in the severe water leakage sections of the secondary linings of the tunnel, wherein the hole diameter is 25 millimeters, the secondary linings are drilled deeply, the horizontal distance is about 3 meters, construction joints are avoided, water flows in the holes for 3-5 days, the water pressure is released from the back of the arch part, and grouting is performed; a horizontal partition wall is made behind a structural wall at the position of a side wall of the tunnel, the arch part and the side wall are made at the position of 1.5 m high as the partition wall, and a water seepage channel between the arch part and an inverted arch is grouted and isolated, wherein the common grouting does not adopt the technology of the partition wall, and the grouting is directly drilled and grouted;
s3, finding out a serious interval at the water leakage position, drilling holes in the annular range of the secondary lining of the tunnel, wherein the hole diameter is 25 mm, the secondary lining is drilled in depth, the annular distance is 3 m, construction joints are avoided, and grouting is performed; then performing water leakage serious area and water non-leakage area on the tunnel, performing annular grouting on the tunnel to form an annular partition wall behind the tunnel structure wall, wherein the grouting is direct drilling grouting without adopting the technology of the partition wall;
s4, effectively partitioning a water leakage area of the arch wall through the annular partition wall and the longitudinal partition wall, and drilling holes at the right top and left arch waists of the arch part of the tunnel at the aperture of 25 mm and the depth of penetrating the secondary linings at the longitudinal interval of 4-5 m for backfill grouting at the back of the secondary linings of the partitioned tunnel;
s5, manually stirring the pumped cement slurry for the second time;
s6, for the leakage stoppage of the virtual slag grouting under the inverted arch structure at the water leakage position of the ballastless track, firstly drilling through the inverted arch at the side ditches at two sides, decompressing and draining water, observing water quantity and water pressure, wherein the hole diameter is 50 mm, and the hole depth is 10 cm after drilling through the inverted arch, installing a shell expansion type hollow grouting anchor rod, opening a shell expansion type device by adopting a physical method, which is equivalent to the effect of an expansion screw, and physically fixing a surrounding rock stratum, an inverted arch structure layer, a leveling structure layer and a ballastless track structure layer by adopting the shell expansion type anchor rod; when the inverted arch grouting is effectively prevented, ballastless tracks are lifted due to water channeling of the interlayers, drilling and grouting are generally performed directly, and anchor rods are not adopted for physical fixation;
s7, at a position with large water seepage, drilling a reinforced concrete with a second lining and a concrete for primary support through a left arch waist and a right arch waist with an included angle of 60 degrees between the right top of the tunnel and the arch waist by using a core-pulling machine, then drilling a hole in the enclosed rock stratum by using a drilling machine, adopting a hollow grouting anchor rod, wherein the drilling depth is 6 m, pouring an ultrafine cement-based non-shrinkage high-strength grouting material, and adding sulphoaluminate early-setting early-strength cement and polymer building glue; the grouting anchor rod is further adopted to carry out in-situ reinforcement on the surrounding rock stratum, the inverted arch structure layer, the leveling structure layer and the ballastless track structure layer, the common grouting adopts cement water glass, the strength after curing is not high after the cement-based non-shrinkage high-strength grouting material adopted by the construction method is cured, the cement-based non-shrinkage high-strength grouting material adopted by the construction method has no shrinkage and micro expansion in volume after curing, the strength is improved by a lot and is higher than C60 compared with the condition that the common cement slurry can shrink and cure to generate a bleeding rate, the strength is far higher than the strength of C15 after the common cement slurry is cured, the curing speed is high, and the grouting reinforcement effect of the material is far better than that of the common cement slurry;
s8, plugging and reinforcing irregular cracks of a secondary lining structure, incompact structure and ballastless track cracks, and pouring water-resistant and moisture-resistant modified epoxy resin with the elongation of 6% and certain toughness after curing; when the motor train unit passes through, great vibration disturbance is brought to the second lining, the inverted arch and the bottom plate, great airflow disturbance is generated, the vibration disturbance and the load disturbance can be resisted to crack the ballastless track again, and a stable in-situ reinforcement effect is achieved;
s9, during grouting, arranging a grouting hole, an observation hole and a water drainage hole into a group, grouting from the grouting hole, extruding water to the water drainage hole and the observation hole, continuously changing holes from one side to the other layer for grouting, extruding a water-stored interlayer channel from one side to the other layer, preventing the channel with slurry channeling from reaching the lower side of an inverted arch, and enabling the water drainage hole to discharge grouting pressure and water pressure, so that the lifting of a track class is prevented, and then the expanding-shell type hollow grouting anchor rod is used for fixing the track plate in situ, so that the effect of stable in situ reinforcement can be achieved.
2. The grouting stable in-situ reinforcement method as claimed in claim 1, wherein in the step S1, a low pressure screw-propelled grouting pump is adopted as the ground grouting pump, a slurry pump with a little higher pressure is adopted at the tunnel entrance, the pumping distance needs to be calculated, and a low pressure screw grouting pump is adopted as the grouting pump.
3. The stable in-situ grouting-controlled reinforcing method as claimed in claim 1, wherein the grouting in S2 is performed from the lower part of the line to the higher part one by one, the adjacent holes are grouted, the cracks on the two lining surfaces within 2 m have water leakage, the grouting is stopped, the grouting pressure is between 0.1 mpa and 0.2 mpa, the thick slurry with the water-cement ratio of about 1:2 is adopted, the early-setting early-strength cement-based grouting material and the special cement grouting material which is not dispersed in water are mixed, and the additive for structural self-waterproofing and cement-based infiltration crystallization is added.
4. The grouting-controlled stable in-situ reinforcing method of claim 1, wherein the grouting in S3 is performed hole by hole from the lower part of the side wall to the upper part of the arch, the grouting is stopped if the adjacent holes are discharged, the grouting pressure is between 0.2 mpa and 0.3 mpa, thick grout with water cement ratio of 1:1 and 1:2 is used, early setting early strength cement-based grouting material is mixed, and special cement grouting material which is not dispersed in water is added;
detecting the lifting data of the track slab every 1 hour during grouting;
and (4) alarming when the lifting exceeds 2 mm and alarming when the lifting exceeds 3 mm, and stopping grouting.
5. The stable in-situ reinforcing method for controlling grouting according to claim 1, wherein a low-pressure, slow-grouting, fast-curing, intermittent and sequential KT-CSS grouting construction method is adopted in S4, the pressure is 0.3 MPa-0.5 MPa, a screw grouting machine is adopted, the pressure rises and is gentle in a parabola shape, thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3 is adopted, the ratio is formulated on site according to the slurry inlet amount and the water outlet amount, early-setting and early-strength cement, sulphoaluminate and non-dispersible special cement grouting materials in water are blended, structural self-waterproofing and cement-based infiltration crystallization additives are added, the curing time of the cement slurry is controlled, and intermittent and sequential grouting is adopted;
and (3) detecting the lifting data of the track slab every 1 hour during grouting, giving an alarm when the lifting exceeds 2 mm yellow, giving an alarm when the lifting exceeds 3 mm red, and stopping grouting.
6. The stable in-situ grouting-controlling reinforcing method according to claim 1, wherein in S6, the ballastless track, the leveling layer and the inverted arch structure layer are physically and mechanically anchored, and then channel steel is temporarily connected to the anchor rod head to horizontally control the lifting possibility of the ballastless track;
firstly, controlling the lifting possibility of a ballastless track by using physical mechanical force, then adopting pure cement-based superfine non-shrinkage self-leveling self-compaction micro-expansion special grouting material, adding water if necessary, not dispersing the grouting material, grouting, adopting a low-pressure, slow-grouting, fast-curing and interval graded sequence KT-CSS control grouting method, wherein the pressure is 0.2 MPa-0.3 MPa, adopting a screw grouting machine, the pressure rises and is gentle in a parabola shape, adopting thick slurry with the water-cement ratio of 1:1, 1:2 and 1:3, and detecting the lifting data of a track slab every 1 hour during grouting;
lifting to alarm when the distance exceeds 2 mm, and alarming when the distance exceeds 3 mm, and stopping grouting;
during grouting, a grouting hole, a pressure relief hole and an observation hole are needed, a 14 mm drill bit is adopted at the later stage, the drilling depth is 1.5 m, a chemical grouting machine is adopted, high-permeability modified epoxy structural adhesive capable of being cured in moisture-resistant water is poured, and further supplementary grouting is carried out on the ballastless track, the pavement layer, the inverted arch structure layer, and the interlayer space and the small cavity below the structure.
7. The stabilized in-situ reinforcing method for controlling grouting of claim 1, wherein in S7, a KT-CSS controlled grouting method is adopted to sequentially perform grouting to consolidate the surrounding rock of the gravel layer and reinforce the surrounding rock, a piston type slurry pump is adopted, grouting pressure is controlled to be 1.5 MPa to 2.0 MPa, grouting is stopped when grouting amount is less than 5L within 2 minutes, holes are drilled at a position with an included angle of 30 degrees between the arch part and the arch part after 48 hours, the depth is 4 m, acrylate chemical grouting material is poured, a piston type two-fluid grouting pump is adopted to perform grouting with grouting pressure of 2.0 MPa, curtain grouting is performed, grouting is stopped when grouting amount is less than 5L within 5 minutes, grouting is stopped when grouting amount is less than 5L within 10 minutes, secondary supplementary grouting is performed to prevent slurry loss, grouting is stopped until grouting amount is less than 5L within 5 minutes, water permeability of the surrounding rock layer is reduced, the anti-permeability effect of surrounding rock is improved, the source of tunnel leakage water is further reduced, the data of track slab lifting are detected every 1 hour in grouting, and if the lifting exceeds 2 mm yellow alarm, and exceeds 3 mm red alarm, grouting is stopped.
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