CN112627860A - Advanced grouting method for tunnel face of cement-rich rock stratum - Google Patents
Advanced grouting method for tunnel face of cement-rich rock stratum Download PDFInfo
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- CN112627860A CN112627860A CN202110250136.8A CN202110250136A CN112627860A CN 112627860 A CN112627860 A CN 112627860A CN 202110250136 A CN202110250136 A CN 202110250136A CN 112627860 A CN112627860 A CN 112627860A
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- 239000011440 grout Substances 0.000 claims abstract description 60
- 230000002787 reinforcement Effects 0.000 claims abstract description 57
- 238000005553 drilling Methods 0.000 claims abstract description 44
- 239000007788 liquid Substances 0.000 claims abstract description 41
- 238000012544 monitoring process Methods 0.000 claims abstract description 31
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- 239000003365 glass fiber Substances 0.000 claims description 15
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/14—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements
- C04B28/142—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements containing synthetic or waste calcium sulfate cements
- C04B28/144—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements containing synthetic or waste calcium sulfate cements the synthetic calcium sulfate being a flue gas desulfurization product
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
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- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Structural Engineering (AREA)
- Ceramic Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel comprises the following steps: (1) performing advanced geological forecast; (2) grouting the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area; (3) monitoring points are distributed in a target grouting reinforcement area; (4) pouring a grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position; (5) performing advanced grouting and advanced pipe shed drilling operation; (6) preparing advanced grouting liquid and advanced pipe shed grouting liquid; (7) advanced grouting construction; (8) and constructing the advanced pipe shed. According to the invention, the tunnel face is subjected to advanced grouting, so that effective reinforcement treatment is carried out, the construction risk is avoided, the construction efficiency is improved, and the construction cost is reduced.
Description
Technical Field
The invention relates to the technical field of tunnel engineering construction, in particular to a method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel.
Background
In tunnel construction, generally, in underwater, underground or mountain, the cement-rich rock tunnel construction has more severe requirements on most tunnel portal design compared with other construction projects, and the characteristics of the tunnel portal design are high water pressure, so permeability and invasiveness have to be considered in the construction process. Mudstone contains abundant clay minerals, which can cause the strength of the mudstone to be mostly low, and is sedimentary rock which is easy to disintegrate, weak and swell, and the rheological property and water swelling of the mudstone are main geological characteristics of the mudstone, because the mudstone has low strength and is rich in water, so that the mudstone has rheological property. In the actual construction process, the problem of water inrush and the like caused by geological influence is very easy to occur, particularly in a water-rich area, the phenomena of water inrush and mud inrush are very easy to occur in the construction, so that the construction progress of the cement-rich rock tunnel is seriously hindered, and the construction cost is high.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel. According to the invention, the tunnel face is subjected to advanced grouting, so that effective reinforcement treatment is carried out, the construction risk is avoided, the construction efficiency is improved, and the construction cost is reduced.
In order to achieve the aim, the invention provides a method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel, which comprises the following steps:
(1) performing advanced geological forecast, and detecting the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum;
(2) according to the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum tunnel obtained through detection, carrying out grouting design on the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area;
(3) monitoring points are distributed in a target grouting reinforcement area and used for monitoring grouting construction conditions and grouting curing effects;
(4) spraying concrete on the tunnel face, and pouring a grout stopping wall, wherein the thickness of the grout stopping wall is taken according to experience and is related to the range of a target grouting reinforcement area; measuring and paying off on the grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position;
(5) performing advanced grouting and advanced pipe shed drilling operation according to the designed advanced grouting hole position and the designed advanced pipe shed hole position, installing a grouting pipe in the advanced grouting hole, and extending a special drill bit into the grouting pipe to perform local crushing construction of the cement-rich rock in the designed reinforcement and reinforcement area so as to form a grouting reinforcement and reinforcement area;
(6) preparing advanced grouting liquid and advanced pipe shed grouting liquid;
(7) adopting advanced grouting liquid to perform grouting at the designed advanced grouting hole position through a grouting pipe, monitoring the grouting construction condition in real time in the grouting ending process, adjusting the grouting construction at any time according to the actual condition, completing the grouting work of all the advanced grouting hole positions, and monitoring the grouting curing effect;
(8) the construction of the advanced pipe shed is carried out within the range of 130-140 degrees of the excavated tunnel arch, the hot rolled seamless steel pipe with the diameter of 80-90 mm is adopted as the material of the advanced pipe shed, the pipe shed is inserted into the hole of the advanced pipe shed after the construction is finished to the designed depth, and the grouting liquid of the advanced pipe shed is adopted to carry out full-hole one-time grouting on the pipe shed after the arrangement of the advanced pipe shed is finished, so that the grouting solidification effect is monitored.
Preferably, in the step (2), the grouting design of the tunnel face of the cement-rich rock formation comprises determining the length of a grouting section and the length of an excavation section, the thickness of a grouting reinforcement ring, drilling parameters, grouting parameters and the composition of grouting materials.
In any of the above schemes, preferably, in the step (3), the arrangement range of the monitoring points is expanded by 4-4.5m for the plane projection range of the target grouting reinforcement area, and the distance between the monitoring points is 1.5-1.8 m.
In any of the above schemes, preferably, in the step (4), before the grout-stopping wall is poured, in order to ensure the stability of the cement-rich rock stratum of the vault, 3-4 rows of radial grouting anchor rods with phi 42mm are arranged on the vault, the circumferential distance is 0.8-0.9m, the longitudinal distance along the excavation is 0.5-0.7m, the length of the grouting anchor rods is 3-3.5m, wherein 2.5-2.8m is embedded into the cement-rich rock stratum, and the rest part of the grouting anchor rods is anchored into the grout-stopping wall; the grout stopping wall foundation is reinforced by 4-5 rows of phi 42mm guide pipes, the annular distance of the phi 42mm guide pipes is 0.8-0.9m, the longitudinal distance along the excavation is 0.5-0.6m, the length of the guide pipes is 4.3-4.8m, wherein 3.5-3.8m is embedded into the rich cement rock stratum, and the rest part is anchored into the grout stopping wall.
In any of the above schemes, preferably, in the step (4), the grout stopping wall is cast by using C25 concrete, the thickness is 3.3m-3.8m, and the base is embedded in the cement-rich rock stratum by 60-80 cm; and after the grouting of the grout stopping wall is finished, grouting is carried out through the guide pipe, and a gap between the grout stopping wall and the tunnel excavation primary support is blocked.
In any of the above schemes, preferably, in the step (5), a grouting pipe is installed after drilling at low speed and low vibration for 1.6-1.8m during drilling operation, the grouting pipe is a combined glass fiber pipe with the diameter of 100mm and the wall thickness of 10mm, the length of the pipe is 1.6-1.8m, non-woven fabrics are uniformly wound outside the combined glass fiber pipe, the pipe is installed to a required depth, and the pipe is filled and sealed with resin anchoring agent to ensure that the combined glass fiber pipe is installed firmly without slurry leakage.
In any of the above schemes, preferably, in the step (5), the annular peripheral holes are drilled firstly, the distance between the adjacent annular peripheral holes is 1-1.3m, and the distance between the final holes is 2.3-2.6 m; then drilling 3-4 layers of annular stable holes, wherein the distance between adjacent layers of annular internal holes is 0.8-1m, the distance between adjacent layers of annular internal holes is 1.1-1.2m, and the distance between final holes is 2.2-2.5 m; 3-4 inspection holes parallel to the center of the tunnel are drilled in the center of the grout stopping wall.
In any of the above schemes, preferably, in the step (7), forward sectional grouting is adopted, and the grouting sequence is that an annular peripheral hole is firstly followed by an annular stable hole, and holes jump at intervals in the same circle of holes; the water yield Q is less than 8m3When the pressure is/h, the sectional grouting length is 6-8 m/section; water yield of the drill hole is 8m3/h≤Q＜15m3When the pressure is/h, the sectional grouting length is 4-5 m/section; the water yield Q of the drill hole is more than or equal to 15m3Stopping drilling and immediately performing grouting treatment when the drilling time is/h; when the single-hole grouting pressure reaches the design pressure and stabilizes the pressure for 5min, and the grouting amount reaches 75% of the design grouting amount, stopping the single-hole grouting, when the single-hole grouting amount reaches 1.5 times of the design grouting amount and stabilizes the pressure for 5min, and when the grouting pressure does not reach the design pressure, stopping the grouting; all designed grouting holes reach the grouting ending standard, and the whole-section grouting is ended without a missing grouting phenomenon; and arranging inspection holes according to 6-8% of the total grouting holes.
In any of the above schemes, preferably, in the step (8), the circumferential distance of the advanced pipe shed is 30-35cm, the extrapolation angle is 6-9 degrees, each section of the advanced pipe shed is 4-5m long, 3 rows of slurry overflow holes with diameter of 8mm are distributed along the pipe wall, and the hole distance is 55-60 cm; the tail end of each pipe shed is not provided with a grout overflow hole, and the front end of each pipe shed is closed.
The invention has the beneficial effects that:
1. according to the invention, the tunnel face is subjected to advanced grouting, so that effective reinforcement treatment is carried out, the construction risk is avoided, the construction efficiency is improved, and the construction cost is reduced; the skeleton supporting effect of full play thick liquid guarantees the slip casting and consolidates the effect, ensures tunnel excavation safety.
2. The method achieves the effects of uniform and compact grouting and reinforcement of the weak surrounding rock of the cement-rich rock stratum, solves the problems of high water pressure and difficult grouting in the cement-rich rock stratum, and is favorable for reducing the grouting construction cost.
3. The invention greatly solves the trouble caused by tunnel excavation work by utilizing an advanced grouting mode, greatly improves the construction efficiency and the equipment utilization rate, and reduces property loss for projects.
4. The invention closely combines the grouting design with the geological change, the construction sequence is annularly buckled, the rapid construction capability of grouting is broken through, the grouting amount is reduced, and the influence on the surrounding environment is reduced; meanwhile, the grouting quality is improved, safe and rapid construction is guaranteed, the stability of an excavation surface is effectively improved, safe excavation is facilitated, and the construction progress is accelerated.
5. The tunnel face surrounding rock reinforcing and water stopping effect is good, the stability of a cement-rich rock stratum broken zone is effectively guaranteed, the safety of tunnel construction is guaranteed, the grouting effect can be effectively guaranteed, and the water inflow of the tunnel face is effectively controlled.
Detailed Description
The technical solutions of the present application will be described in detail below with reference to specific embodiments of the present application, but the following examples are only for the understanding of the present invention, and the examples and features of the examples in the present application can be combined with each other, and the present application can be implemented in various different ways as defined and covered by the claims.
Example 1
A method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel comprises the following steps:
(1) performing advanced geological forecast, and detecting the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum;
(2) according to the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum tunnel obtained through detection, carrying out grouting design on the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area;
(3) monitoring points are distributed in a target grouting reinforcement area and used for monitoring grouting construction conditions and grouting curing effects;
(4) spraying concrete on the tunnel face, and pouring a grout stopping wall, wherein the thickness of the grout stopping wall is taken according to experience and is related to the range of a target grouting reinforcement area; measuring and paying off on the grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position;
(5) performing advanced grouting and advanced pipe shed drilling operation according to the designed advanced grouting hole position and the designed advanced pipe shed hole position, installing a grouting pipe in the advanced grouting hole, and extending a special drill bit into the grouting pipe to perform local crushing construction of the cement-rich rock in the designed reinforcement and reinforcement area so as to form a grouting reinforcement and reinforcement area;
(6) preparing advanced grouting liquid and advanced pipe shed grouting liquid;
(7) adopting advanced grouting liquid to perform grouting at the designed advanced grouting hole position through a grouting pipe, monitoring the grouting construction condition in real time in the grouting ending process, adjusting the grouting construction at any time according to the actual condition, completing the grouting work of all the advanced grouting hole positions, and monitoring the grouting curing effect;
(8) the construction of the advanced pipe shed is carried out within 130 degrees of the arch part of the excavated tunnel, the hot rolled seamless steel pipe with the diameter of 90mm is adopted as the material of the advanced pipe shed, the pipe shed is inserted into the hole of the advanced pipe shed after the construction is finished to the designed depth, and after the advanced pipe shed is laid, the advanced pipe shed grouting liquid is adopted to carry out full-hole one-time grouting on the pipe shed, so that the grouting solidification effect is monitored.
In the step (2), the grouting design of the tunnel face of the cement-rich rock stratum comprises the steps of determining the length of a grouting section, the length of an excavation section, the thickness of a grouting reinforcement ring, drilling parameters, grouting parameters and grouting material composition.
In the step (3), the arrangement range of the monitoring points is 4m enlarged for the plane projection range of the target grouting reinforcement area, and the distance between the monitoring points is 1.5 m.
In the step (4), before the grout stop wall is poured, 4 rows of phi 42mm radial grouting anchor rods are arranged at the vault in order to ensure the stability of the cement-rich rock stratum of the vault, the circumferential distance is 0.8m, the longitudinal distance along excavation is 0.7m, the length of each grouting anchor rod is 3m, 2.5m is embedded into the cement-rich rock stratum, and the rest part of the grouting anchor rods are anchored into the grout stop wall; the grout stop wall foundation is reinforced by 5 rows of phi 42mm guide pipes, the circumferential distance of the phi 42mm guide pipes is 0.8m, the longitudinal distance along excavation is 0.6m, the length of the guide pipes is 4.3m, wherein 3.5m is embedded into a cement-rich rock stratum, and the rest part is anchored into the grout stop wall.
In the step (4), the grout stopping wall is cast by C25 concrete, the thickness is 3.8m, and the base is embedded into the cement-rich rock stratum by 60 cm; and after the grouting of the grout stopping wall is finished, grouting is carried out through the guide pipe, and a gap between the grout stopping wall and the tunnel excavation primary support is blocked.
In the step (5), a grouting pipe is installed after drilling at low speed and low vibration for 1.8m during drilling operation, the grouting pipe is a combined glass fiber pipe with the diameter of 100mm and the wall thickness of 10mm, the length of the pipe is 1.8m, non-woven fabrics are uniformly wound outside the combined glass fiber pipe, the pipe is installed to a required depth, and the pipe is filled and sealed by resin anchoring agent so as to ensure that the combined glass fiber pipe is firmly installed and does not leak slurry.
In the step (5), firstly, drilling annular peripheral holes, wherein the distance between adjacent annular peripheral holes is 1m, and the distance between final holes is 2.6 m; then drilling 3 layers of annular stable holes, wherein the distance between adjacent layers of annular internal holes is 1m, the distance between adjacent layers of annular internal holes is 1.1m, and the distance between final holes is 2.5 m; 3 inspection holes parallel to the center of the tunnel are drilled in the center of the grout stopping wall.
In the step (7), forward segmented grouting is adopted, wherein the grouting sequence is that an annular peripheral hole is firstly followed by an annular stable hole, and holes jump at intervals in the same circle; the water yield Q is less than 8m3When the grouting time is/h, the segmented grouting length is 8 m/segment; water yield of the drill hole is 8m3/h≤Q＜15m3When the grouting time is/h, the segmented grouting length is 4 m/segment; the water yield Q of the drill hole is more than or equal to 15m3Stopping drilling and immediately performing grouting treatment when the drilling time is/h; when the single-hole grouting pressure reaches the design pressure and stabilizes the pressure for 5min, and the grouting amount reaches 75% of the design grouting amount, stopping the single-hole grouting, when the single-hole grouting amount reaches 1.5 times of the design grouting amount and stabilizes the pressure for 5min, and when the grouting pressure does not reach the design pressure, stopping the grouting; all designed grouting holes reach the grouting ending standard, and the whole-section grouting is ended without a missing grouting phenomenon; the inspection holes were set at 8% of the total number of grouting holes.
In the step (8), the circumferential distance of the advanced pipe shed is 35cm, the extrapolation angle is 6 degrees, each section of the advanced pipe shed is 5m long, 3 rows of slurry overflow holes with the diameter of 8mm are distributed along the pipe wall, and the hole distance is 55 cm; the tail end of each pipe shed is not provided with a grout overflow hole, and the front end of each pipe shed is closed.
Example 2
A method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel comprises the following steps:
(1) performing advanced geological forecast, and detecting the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum;
(2) according to the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum tunnel obtained through detection, carrying out grouting design on the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area;
(3) monitoring points are distributed in a target grouting reinforcement area and used for monitoring grouting construction conditions and grouting curing effects;
(4) spraying concrete on the tunnel face, and pouring a grout stopping wall, wherein the thickness of the grout stopping wall is taken according to experience and is related to the range of a target grouting reinforcement area; measuring and paying off on the grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position;
(5) performing advanced grouting and advanced pipe shed drilling operation according to the designed advanced grouting hole position and the designed advanced pipe shed hole position, installing a grouting pipe in the advanced grouting hole, and extending a special drill bit into the grouting pipe to perform local crushing construction of the cement-rich rock in the designed reinforcement and reinforcement area so as to form a grouting reinforcement and reinforcement area;
(6) preparing advanced grouting liquid and advanced pipe shed grouting liquid;
(7) adopting advanced grouting liquid to perform grouting at the designed advanced grouting hole position through a grouting pipe, monitoring the grouting construction condition in real time in the grouting ending process, adjusting the grouting construction at any time according to the actual condition, completing the grouting work of all the advanced grouting hole positions, and monitoring the grouting curing effect;
(8) the construction of the advanced pipe shed is carried out within the range of 140 degrees of the arch part of the excavated tunnel, the hot rolled seamless steel pipe with the diameter of 80mm is adopted as the material of the advanced pipe shed, the pipe shed is inserted into the hole of the advanced pipe shed to the designed depth after the construction is finished, and the advanced pipe shed grouting liquid is adopted to carry out full-hole one-time grouting on the pipe shed after the laying of the advanced pipe shed is finished, so that the grouting solidification effect is monitored.
In the step (2), the grouting design of the tunnel face of the cement-rich rock stratum comprises the steps of determining the length of a grouting section, the length of an excavation section, the thickness of a grouting reinforcement ring, drilling parameters, grouting parameters and grouting material composition.
In the step (3), the arrangement range of the monitoring points is 4.5m enlarged for the plane projection range of the target grouting reinforcement area, and the distance between the monitoring points is 1.8 m.
In the step (4), before the grout stop wall is poured, 3 rows of radial grouting anchor rods with phi 42mm are arranged at the vault in order to ensure the stability of the cement-rich rock stratum of the vault, the circumferential distance is 0.9m, the longitudinal distance along excavation is 0.5m, the length of each grouting anchor rod is 3.5m, 2.8m is embedded into the cement-rich rock stratum, and the rest is anchored into the grout stop wall; the grout stopping wall foundation is reinforced by 4 rows of phi 42mm guide pipes, the circumferential distance of the phi 42mm guide pipes is 0.9m, the longitudinal distance along excavation is 0.5m, the length of the guide pipes is 4.8m, wherein 3.8m is embedded into a cement-rich rock stratum, and the rest part is anchored into the grout stopping wall.
In the step (4), the grout stopping wall is cast by C25 concrete, the thickness is 3.3m, and the base is embedded into the cement-rich rock stratum by 80 cm; and after the grouting of the grout stopping wall is finished, grouting is carried out through the guide pipe, and a gap between the grout stopping wall and the tunnel excavation primary support is blocked.
In the step (5), a grouting pipe is installed after drilling at low speed and low vibration for 1.6m during drilling operation, the grouting pipe is a combined glass fiber pipe with the diameter of 100mm and the wall thickness of 10mm, the length of the pipe is 1.6m, non-woven fabrics are uniformly wound outside the combined glass fiber pipe, the pipe is installed to a required depth, and the pipe is filled and sealed by resin anchoring agent so as to ensure that the combined glass fiber pipe is firmly installed and does not leak slurry.
In the step (5), firstly, drilling annular peripheral holes, wherein the distance between adjacent annular peripheral holes is 1.3m, and the distance between final holes is 2.3 m; then 4 layers of annular stable holes are drilled, the distance between adjacent layers of annular internal holes is 0.8m, the distance between adjacent layers of annular internal holes is 1.2m, and the distance between final holes is 2.2 m; 4 inspection holes parallel to the center of the tunnel are drilled in the center of the grout stopping wall.
In the step (7), forward segmented grouting is adopted, wherein the grouting sequence is that an annular peripheral hole is firstly followed by an annular stable hole, and holes jump at intervals in the same circle; the water yield Q is less than 8m3When the grouting time is/h, the sectional grouting length is 6 m/section; water yield of the drill hole is 8m3/h≤Q＜15m3When the grouting time is/h, the sectional grouting length is 5 m/section; the water yield Q of the drill hole is more than or equal to 15m3Stopping drilling and immediately performing grouting treatment when the drilling time is/h; when the single-hole grouting pressure reaches the design pressure and stabilizes the pressure for 5min and the grouting amount reaches 75% of the design grouting amount, the single-hole grouting can be stopped, when the single-hole grouting amount reaches 1.5 times of the design grouting amount and stabilizes the pressure for 5min,stopping grouting when the grouting pressure does not reach the design pressure; all designed grouting holes reach the grouting ending standard, and the whole-section grouting is ended without a missing grouting phenomenon; the inspection holes were set at 6% of the total number of grouting holes.
In the step (8), the circumferential distance of the advanced pipe shed is 30cm, the extrapolation angle is 9 degrees, each section of the advanced pipe shed is 4m long, 3 rows of slurry overflow holes with phi of 8mm are distributed along the pipe wall, and the hole distance is 60 cm; the tail end of each pipe shed is not provided with a grout overflow hole, and the front end of each pipe shed is closed.
In order to further improve the technical effect of the invention, in this embodiment, in the step (5), the concrete operation of extending the special drill bit into the grouting pipe to perform the cement-rich rock local crushing construction in the designed reinforced reinforcing area is as follows: when the special drill bit enters the designed reinforced reinforcing area, the water supply flow, the water supply pressure and the rotating speed of the drill bit are improved, the drilling range of the special drill bit is expanded, and the low vibration state is still kept, namely the purpose of moderately disturbing the cement-rich rock stratum is achieved, so that the cement-rich rock stratum in the designed reinforced reinforcing area can be broken into smaller particles, the cement-rich rock stratum can flow out of a gap between a drill rod of the special drill bit and a grouting pipe along with water flow, a cavity to be grouted and reinforced is formed, and the whole cement-rich rock stratum cannot be greatly disturbed to cause danger. When the outflow of the broken cement-rich rock with smaller particles reaches 0.8m3And when the drill rod is withdrawn, the special drill bit is withdrawn.
The special drill bit is the toper, comprises a plurality of drill bit pieces of even size, and every drill bit piece is provided with on the surface and smashes the piece, can carry out the breakage to the stratum, and the special drill bit has the guide effect, can make drilling dynamics reach the optimization, does benefit to very much the broken drilling. The drill bit piece is provided with a reinforcing support structure, and the reinforcing support structure is respectively connected with the drill rod and the drill bit piece and plays a role in stabilizing the drill bit piece and contracting and extending the drill bit piece. When the special drill bit drills normally, the reinforcing support structure is controlled to shrink, and the plurality of drill bit pieces are guaranteed to shrink to be conical. When the special drill bit reaches the designed reinforced and reinforced area, the reinforced support structure is controlled to extend, and the drill bit pieces are ensured to radially expand outwards by taking the front ends of the drill bit pieces as fulcrums, so that the drilling range of the special drill bit is expanded. And after a cavity to be subjected to grouting reinforcement is formed, controlling the reinforcing support structure to shrink again, and ensuring that the plurality of drill bit pieces shrink to be conical for subsequent normal drilling. Through this special drill bit, can realize multiple drilling usage to improve the durability of drill bit, do benefit to the breakage and creep into, prevent high-pressure destruction, and through the low vibration control to special drill bit, can guarantee not to produce excessive disturbance to rich cement rock stratum, further guaranteed construction safety.
Example 3
A method for advance grouting of a tunnel face of a cement-rich rock stratum tunnel comprises the following steps:
(1) performing advanced geological forecast, and detecting the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum;
(2) according to the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum tunnel obtained through detection, carrying out grouting design on the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area;
(3) monitoring points are distributed in a target grouting reinforcement area and used for monitoring grouting construction conditions and grouting curing effects;
(4) spraying concrete on the tunnel face, and pouring a grout stopping wall, wherein the thickness of the grout stopping wall is taken according to experience and is related to the range of a target grouting reinforcement area; measuring and paying off on the grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position;
(5) performing advanced grouting and advanced pipe shed drilling operation according to the designed advanced grouting hole position and the designed advanced pipe shed hole position, installing a grouting pipe in the advanced grouting hole, and extending a special drill bit into the grouting pipe to perform local crushing construction of the cement-rich rock in the designed reinforcement and reinforcement area so as to form a grouting reinforcement and reinforcement area;
(6) preparing advanced grouting liquid and advanced pipe shed grouting liquid;
(7) adopting advanced grouting liquid to perform grouting at the designed advanced grouting hole position through a grouting pipe, monitoring the grouting construction condition in real time in the grouting ending process, adjusting the grouting construction at any time according to the actual condition, completing the grouting work of all the advanced grouting hole positions, and monitoring the grouting curing effect;
(8) the construction of the advanced pipe shed is carried out within the 135-degree range of the arch part of the excavated tunnel, the hot rolled seamless steel pipe with the diameter of phi 85mm is adopted as the material of the advanced pipe shed, the pipe shed is inserted into the hole of the advanced pipe shed after the construction is finished to the designed depth, and after the advanced pipe shed is laid, the advanced pipe shed grouting liquid is adopted to carry out full-hole one-time grouting on the pipe shed, so that the grouting solidification effect is monitored.
In the step (2), the grouting design of the tunnel face of the cement-rich rock stratum comprises the steps of determining the length of a grouting section, the length of an excavation section, the thickness of a grouting reinforcement ring, drilling parameters, grouting parameters and grouting material composition.
In the step (3), the arrangement range of the monitoring points is 4.3m enlarged for the plane projection range of the target grouting reinforcement area, and the distance between the monitoring points is 1.6 m.
In the step (4), before the grout stop wall is poured, 3 rows of radial grouting anchor rods with phi 42mm are arranged at the vault in order to ensure the stability of the cement-rich rock stratum of the vault, the circumferential distance is 0.85m, the longitudinal distance along excavation is 0.6m, the length of each grouting anchor rod is 3.3m, 2.6m is embedded into the cement-rich rock stratum, and the rest is anchored into the grout stop wall; the grout stop wall foundation is reinforced by 5 rows of phi 42mm guide pipes, the circumferential distance of the phi 42mm guide pipes is 0.85m, the longitudinal distance along excavation is 0.55m, the length of the guide pipes is 4.5m, wherein 3.6m is embedded into a cement-rich rock stratum, and the rest part is anchored into the grout stop wall.
In the step (4), the grout stopping wall is cast by C25 concrete, the thickness is 3.6m, and the substrate is embedded into the cement-rich rock stratum by 70 cm; and after the grouting of the grout stopping wall is finished, grouting is carried out through the guide pipe, and a gap between the grout stopping wall and the tunnel excavation primary support is blocked.
In the step (5), a grouting pipe is installed after drilling at low speed and low vibration for 1.7m during drilling operation, the grouting pipe is a combined glass fiber pipe with the diameter of 100mm and the wall thickness of 10mm, the length of the pipe is 1.7m, non-woven fabrics are uniformly wound outside the combined glass fiber pipe, the pipe is installed to a required depth, and the pipe is filled and sealed by resin anchoring agent so as to ensure that the combined glass fiber pipe is firmly installed and does not leak slurry.
In the step (5), firstly, drilling annular peripheral holes, wherein the distance between adjacent annular peripheral holes is 1.2m, and the distance between final holes is 2.5 m; then drilling 3 layers of annular stable holes, wherein the distance between adjacent layers of annular internal holes is 0.9m, the distance between adjacent layers of annular internal holes is 1.15m, and the distance between final holes is 2.4 m; 4 inspection holes parallel to the center of the tunnel are drilled in the center of the grout stopping wall.
In the step (7), forward segmented grouting is adopted, wherein the grouting sequence is that an annular peripheral hole is firstly followed by an annular stable hole, and holes jump at intervals in the same circle; the water yield Q is less than 8m3When the grouting time is/h, the sectional grouting length is 7 m/section; water yield of the drill hole is 8m3/h≤Q＜15m3When the grouting time is/h, the sectional grouting length is 4.5 m/section; the water yield Q of the drill hole is more than or equal to 15m3Stopping drilling and immediately performing grouting treatment when the drilling time is/h; when the single-hole grouting pressure reaches the design pressure and stabilizes the pressure for 5min, and the grouting amount reaches 75% of the design grouting amount, stopping the single-hole grouting, when the single-hole grouting amount reaches 1.5 times of the design grouting amount and stabilizes the pressure for 5min, and when the grouting pressure does not reach the design pressure, stopping the grouting; all designed grouting holes reach the grouting ending standard, and the whole-section grouting is ended without a missing grouting phenomenon; the inspection holes were set at 7% of the total number of grouting holes.
In the step (8), the circumferential distance of the advanced pipe shed is 33cm, the extrapolation angle is 8 degrees, each section of the advanced pipe shed is 4.5m long, 3 rows of slurry overflow holes with the diameter of 8mm are distributed along the pipe wall, and the hole distance is 57 cm; the tail end of each pipe shed is not provided with a grout overflow hole, and the front end of each pipe shed is closed.
In order to further improve the technical effect of the invention, in this embodiment, the advanced grouting liquid and the advanced pipe shed grouting liquid both include the following components in parts by weight:
200-260 parts of fine sand, P.O 42.5.5 parts of cement, 30-40 parts of bentonite, 30-35 parts of fly ash, 30-35 parts of sodium silicate, 25-30 parts of slag micro powder, 10-15 parts of FGD gypsum, 10-12 parts of sulphoaluminate cement, 8-10 parts of tri (2-hydroxyethyl) amine, 3-5 parts of caustic soda, 2-4 parts of sodium sulfate, 2-4 parts of sodium metaaluminate, 1-2 parts of cellulose hydroxypropyl methyl ether, 1-2 parts of polyoxyethylene glycol and 1-2 parts of sodium lignosulfonate.
Wherein the grain size of the fine sand is 0.15-0.2mm, the sieve residue of P.O 42.5.5 cement passing through a 100-micron square-hole sieve is 8-10%, and the granularity of caustic soda is 150-18 meshes; the water-cement ratio of the advanced grouting liquid to the advanced pipe shed grouting liquid is 1.5:1-2: 1.
The preparation of the advanced grouting liquid and the advanced pipe shed grouting liquid comprises the following steps:
1) breaking and grinding the bentonite and sulphoaluminate cement to ensure that the maximum grain diameter is 100-110 mu m.
2) Weighing the components according to the weight ratio; and mixing fine sand, porphyry, fly ash, caustic soda, sodium sulfate and sodium metaaluminate sufficiently to form a mixture.
3) Highly finely grinding the mixed mixture to form particles, so that the particle size of the particles is in the range of 18-22 μm, and the specific surface area is 1000-2And/kg, adding FGD gypsum and tri (2-hydroxyethyl) amine in the high-precision grinding process to obtain a product for later use.
During high-precision grinding, firstly, coarsely crushing a mixture, then, sending the mixture into a high-pressure ball mill for ball milling, sending the ball-milled mixture into a screening mechanism for screening, wherein the screening mechanism comprises a primary screening mechanism, a middle-grade screening mechanism and a fine screening mechanism, and the mixture sequentially enters the primary screening mechanism, the middle-grade screening mechanism and the fine screening mechanism for screening to obtain particles with uniform particle size distribution; carrying out gas-solid separation on the screened fine particles under the action of airflow, and storing the output fine particles serving as products through a discharge port; returning the screened coarse particles to the high-pressure ball mill for continuous ball milling to form circulation; the grinding efficiency of the high-pressure ball mill is fully exerted, and the whole system has the advantages of simple flow, low production cost, small occupied area, less consumption, energy conservation, high efficiency and no pollution.
4) Evenly mixing water, P.O 42.5.5 cement and sulphoaluminate cement to prepare cement slurry; adding sodium silicate, slag micropowder, cellulose hydroxypropyl methyl ether, polyoxyethylene glycol and sodium lignosulphonate into a proper amount of water, uniformly mixing and dissolving to obtain slurry.
5) And (3) fully and uniformly mixing the product in the step 3) with the cement paste and the grout in the step 4) to prepare the advanced grouting liquid and the advanced pipe shed grouting liquid.
The gel time of the advanced grouting liquid and the advanced pipe shed grouting liquid is controllable, and by adopting the material, the gel time, the workability, the diffusivity and other aspects of the grouting liquid can be effectively regulated and controlled according to engineering requirements, so that the grouting liquid has good operability and engineering applicability. The grouting liquid has high strength, the average retention rate in a water-rich environment is about 92-95%, the water flow plugging effect can be quickly realized, a water stop ring does not need to be integrally constructed, the construction speed is higher than that of the traditional process, the construction cost is lower, the water plugging time is short, the effect is good, the cost is low, the risk is small, and the synchronous integration of grouting reinforcement and water plugging of the water-rich shale stratum is realized.
The advanced grouting liquid and the advanced pipe shed grouting liquid have good underwater anti-dispersion property and can stably exist in a water-rich stratum; the water precipitation rate is small, the stability is good, the strength of the reinforcement body is uniformly distributed after grouting is finished, and the reinforcement effect is good; the requirement of procedure connection time is met, and the stability of tunnel excavation is guaranteed; the fluidity is moderate, the grouting property of the slurry is good, and the diffusion range is controllable; simple preparation, cheap and easily available raw materials, environmental protection and no pollution to the environment.
The advanced grouting liquid, the advanced pipe shed grouting liquid and the preparation method thereof provided by the invention not only achieve the purpose of ultra-superposition effect of each component, but also effectively solve the problem of poor uniformity of mixed materials, and have the advantages of high injectability, good pumpability, strong water dispersibility resistance, controllable gelling time, high early and later strength, strong impermeability, strong durability, proper cost, environmental friendliness, no toxicity and the like, and can be used efficiently and widely.
In addition, in order to ensure the technical effect of the invention, the technical schemes of the above embodiments can be reasonably combined.
According to the embodiment, the tunnel face is subjected to advanced grouting, so that effective reinforcement and treatment are performed, the construction risk is avoided, the construction efficiency is improved, and the construction cost is reduced; the skeleton supporting effect of full play thick liquid guarantees the slip casting and consolidates the effect, ensures tunnel excavation safety.
The method achieves the effects of uniform and compact grouting and reinforcement of the weak surrounding rock of the cement-rich rock stratum, solves the problems of high water pressure and difficult grouting in the cement-rich rock stratum, and is favorable for reducing the grouting construction cost.
The invention greatly solves the trouble caused by tunnel excavation work by utilizing an advanced grouting mode, greatly improves the construction efficiency and the equipment utilization rate, and reduces property loss for projects.
The invention closely combines the grouting design with the geological change, the construction sequence is annularly buckled, the rapid construction capability of grouting is broken through, the grouting amount is reduced, and the influence on the surrounding environment is reduced; meanwhile, the grouting quality is improved, safe and rapid construction is guaranteed, the stability of an excavation surface is effectively improved, safe excavation is facilitated, and the construction progress is accelerated.
The tunnel face surrounding rock reinforcing and water stopping effect is good, the stability of a cement-rich rock stratum broken zone is effectively guaranteed, the safety of tunnel construction is guaranteed, the grouting effect can be effectively guaranteed, and the water inflow of the tunnel face is effectively controlled.
The foregoing is directed to preferred embodiments of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (9)
1. The advanced grouting method for the tunnel face of the cement-rich rock stratum tunnel is characterized by comprising the following steps of:
(1) performing advanced geological forecast, and detecting the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum;
(2) according to the fault breaking condition and the underground water position in front of the tunnel face of the cement-rich rock stratum tunnel obtained through detection, carrying out grouting design on the tunnel face of the cement-rich rock stratum, and determining a target grouting reinforcement area;
(3) monitoring points are distributed in a target grouting reinforcement area and used for monitoring grouting construction conditions and grouting curing effects;
(4) spraying concrete on the tunnel face, and pouring a grout stopping wall, wherein the thickness of the grout stopping wall is taken according to experience and is related to the range of a target grouting reinforcement area; measuring and paying off on the grout stop wall, and designing a leading grouting hole position and a leading pipe shed hole position;
(5) performing advanced grouting and advanced pipe shed drilling operation according to the designed advanced grouting hole position and the designed advanced pipe shed hole position, installing a grouting pipe in the advanced grouting hole, and extending a special drill bit into the grouting pipe to perform local crushing construction of the cement-rich rock in the designed reinforcement and reinforcement area so as to form a grouting reinforcement and reinforcement area;
(6) preparing advanced grouting liquid and advanced pipe shed grouting liquid;
(7) adopting advanced grouting liquid to perform grouting at the designed advanced grouting hole position through a grouting pipe, monitoring the grouting construction condition in real time in the grouting ending process, adjusting the grouting construction at any time according to the actual condition, completing the grouting work of all the advanced grouting hole positions, and monitoring the grouting curing effect;
(8) the construction of the advanced pipe shed is carried out within the range of 130-140 degrees of the excavated tunnel arch, the hot rolled seamless steel pipe with the diameter of 80-90 mm is adopted as the material of the advanced pipe shed, the pipe shed is inserted into the hole of the advanced pipe shed after the construction is finished to the designed depth, and the grouting liquid of the advanced pipe shed is adopted to carry out full-hole one-time grouting on the pipe shed after the arrangement of the advanced pipe shed is finished, so that the grouting solidification effect is monitored.
2. The method for advanced grouting of the tunnel face of the cement-rich rock formation according to claim 1, wherein in the step (2), grouting design of the tunnel face of the cement-rich rock formation comprises determination of grouting section length and excavation section length, grouting reinforcement ring thickness, drilling parameters, grouting parameters and grouting material composition.
3. The advanced grouting method for the tunnel face of the cement-rich rock formation according to claim 2, wherein in the step (3), the arrangement range of the monitoring points is expanded by 4-4.5m for the plane projection range of the target grouting reinforcement area, and the distance between the monitoring points is 1.5-1.8 m.
4. The advanced grouting method for the tunnel face of the cement-rich rock formation tunnel according to claim 3, wherein in the step (4), before the grout stop wall is poured, 3-4 rows of phi 42mm radial grouting anchor rods are arranged on the vault for ensuring the stability of the cement-rich rock formation of the vault, the circumferential spacing is 0.8-0.9m, the longitudinal spacing along excavation is 0.5-0.7m, the length of the grouting anchor rods is 3-3.5m, wherein 2.5-2.8m is embedded into the cement-rich rock formation, and the rest is anchored into the grout stop wall; the grout stopping wall foundation is reinforced by 4-5 rows of phi 42mm guide pipes, the annular distance of the phi 42mm guide pipes is 0.8-0.9m, the longitudinal distance along the excavation is 0.5-0.6m, the length of the guide pipes is 4.3-4.8m, wherein 3.5-3.8m is embedded into the rich cement rock stratum, and the rest part is anchored into the grout stopping wall.
5. The advanced grouting method for the tunnel face of the cement-rich rock formation, according to claim 4, wherein in the step (4), the grout stop walls are cast by C25 concrete, the thickness is 3.3m-3.8m, and the base is embedded in the cement-rich rock formation for 60-80 cm; and after the grouting of the grout stopping wall is finished, grouting is carried out through the guide pipe, and a gap between the grout stopping wall and the tunnel excavation primary support is blocked.
6. The advanced grouting method for the tunnel face of the cement-rich rock formation tunnel according to claim 5, wherein in the step (5), a grouting pipe is installed after drilling at a low speed and low vibration for 1.6-1.8m during drilling operation, the grouting pipe is a combined glass fiber pipe with the diameter of 100mm and the wall thickness of 10mm, the length of the pipe is 1.6-1.8m, non-woven fabrics are uniformly wound outside the combined glass fiber pipe, the pipe is installed to a required depth, and the pipe is filled and sealed with resin anchoring agent so as to ensure that the combined glass fiber pipe is installed firmly without slurry leakage.
7. The method for advance grouting of the tunnel face of the cement-rich rock formation as claimed in any one of claims 1 to 6, wherein in the step (5), annular peripheral holes are drilled first, the distance between adjacent annular peripheral holes is 1 to 1.3m, and the distance between final holes is 2.3 to 2.6 m; then drilling 3-4 layers of annular stable holes, wherein the distance between adjacent layers of annular internal holes is 0.8-1m, the distance between adjacent layers of annular internal holes is 1.1-1.2m, and the distance between final holes is 2.2-2.5 m; 3-4 inspection holes parallel to the center of the tunnel are drilled in the center of the grout stopping wall.
8. The advanced grouting method for the tunnel face of the cement-rich rock formation tunnel according to claim 7, wherein in the step (7), advanced sectional grouting is adopted, and the grouting sequence is that annular peripheral holes are firstly arranged and then annular stable holes are arranged, and holes are jumped at intervals in the same circle; the water yield Q is less than 8m3When the pressure is/h, the sectional grouting length is 6-8 m/section; water yield of the drill hole is 8m3/h≤Q＜15m3When the pressure is/h, the sectional grouting length is 4-5 m/section; the water yield Q of the drill hole is more than or equal to 15m3Stopping drilling and immediately performing grouting treatment when the drilling time is/h; when the single-hole grouting pressure reaches the design pressure and stabilizes the pressure for 5min, and the grouting amount reaches 75% of the design grouting amount, stopping the single-hole grouting, when the single-hole grouting amount reaches 1.5 times of the design grouting amount and stabilizes the pressure for 5min, and when the grouting pressure does not reach the design pressure, stopping the grouting; all designed grouting holes reach the grouting ending standard, and the whole-section grouting is ended without a missing grouting phenomenon; and arranging inspection holes according to 6-8% of the total grouting holes.
9. The advanced grouting method for the tunnel face of the cement-rich rock formation tunnel according to claim 8, wherein in the step (8), the annular distance of the advanced pipe shed is 30-35cm, the extrapolation angle is 6-9 degrees, each section of the advanced pipe shed is 4-5m long, 3 rows of slurry overflow holes with the diameter of 8mm are distributed along the pipe wall, and the hole distance is 55-60 cm; the tail end of each pipe shed is not provided with a grout overflow hole, and the front end of each pipe shed is closed.
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| CN113404517A (en) * | 2021-08-03 | 2021-09-17 | 福建工程学院 | Construction method for mud-bursting and water-flushing of tunnel |
| CN113404517B (en) * | 2021-08-03 | 2023-09-22 | 福建工程学院 | Construction method for tunnel mud bursting and water flushing |
| CN114483091A (en) * | 2021-12-02 | 2022-05-13 | 中南大学 | Sectional grouting method for large tunnel pipe shed |
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| CN114635718A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel double-layer internal overlapping pipe shed supporting mode |
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| CN114991819B (en) * | 2022-05-20 | 2023-09-12 | 中国矿业大学(北京) | Three-super control technology for water damage tunnel |
| CN114991819A (en) * | 2022-05-20 | 2022-09-02 | 中国矿业大学(北京) | Three-phase control technology for water damage tunnel |
| CN115434712A (en) * | 2022-08-25 | 2022-12-06 | 中铁八局集团第三工程有限公司 | Follow-up pipe shed construction method for water-rich backfill area |
| CN115859430A (en) * | 2022-12-01 | 2023-03-28 | 中铁二十三局集团有限公司 | Single-track railway tunnel reinforcement design and construction method suitable for water-rich soft rock |
| CN115859430B (en) * | 2022-12-01 | 2024-05-07 | 中铁二十三局集团有限公司 | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel |
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