CN111350525B - Underground bridge and tunnel construction supporting method - Google Patents
Underground bridge and tunnel construction supporting method Download PDFInfo
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- CN111350525B CN111350525B CN202010159316.0A CN202010159316A CN111350525B CN 111350525 B CN111350525 B CN 111350525B CN 202010159316 A CN202010159316 A CN 202010159316A CN 111350525 B CN111350525 B CN 111350525B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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Abstract
The invention belongs to the field of building construction, and particularly relates to an underground bridge and tunnel construction supporting method, which comprises the following steps: excavating a working station at the bottom of the tunnel; the second step is that: digging and drilling a plurality of inclined guide holes in each workstation along the direction of a perpendicular bisector of a horizontal plane on the road surface of the tunnel vertically downwards, wherein an included angle formed by the intersection of at least two guide holes and the horizontal plane of the road surface of the tunnel forms an acute angle, and arranging a middle pipe in each guide hole; and (4) forming a sleeve pile support by injecting concrete into each middle pipe. The invention reduces hidden danger of tunnel support, ensures long-term stable operation, and has wide application and significance in the field of tunnel integral safety support.
Description
Technical Field
The invention belongs to the field of building construction, and particularly relates to an underground bridge and tunnel construction supporting method.
Background
The tunnel is an engineering building buried in the stratum, is a form of utilizing the underground space by human beings, and has important significance in the construction of roads and bridges, but the prior tunnel has various problems, such as the prior support lacks a complete scheme of underground support, or the prior similar method lacks a method for providing a set of support which can be well adapted to underground complexity and changeability, or the prior method does not correspondingly provide a system for implementing and completing underground support, or the prior support lacks underground support and overground support as organic cooperation and cooperation, the prior tunnel support has hidden danger of underground support, the quality of the integral tunnel support is weakened, and the service life of the tunnel is shortened.
Disclosure of Invention
In order to solve one of the problems in the background art, the invention provides an underground bridge and tunnel construction supporting method, which comprises the following steps: excavating a working station at the bottom of the tunnel; the second step is that: digging and drilling a plurality of inclined guide holes in each workstation along the direction of a perpendicular bisector of a horizontal plane on the road surface of the vertically downward tunnel, wherein at least two guide holes are intersected with the horizontal plane of the tunnel road surface to form an included angle of an acute angle, and arranging a middle pipe in each guide hole; and (4) forming a sleeve pile support by injecting concrete into each middle pipe.
Further, when the stratum at the bottom of the tunnel is a water leakage stratum, the following scheme is adopted to manufacture and construct the leakage-control sleeve pile for supporting, and the construction process of the leakage-control sleeve pile comprises the following steps: firstly, selecting steel pipes to form intermediate pipes, preventing the intermediate pipes entering a leading hole from being adhered to the inner wall of the leading hole by a support arranged on each intermediate pipe, connecting a circulating pump and each intermediate pipe, injecting a leading hole cleaning stabilizing solution into the leading hole through each intermediate pipe by the pump, keeping the low-pressure circulation of the cleaning stabilizing solution between the intermediate pipe and the leading hole, and recording the circulating pressure, the speed value of the descending speed change of the liquid level of the cleaning stabilizing solution and the circulating time; then closing a circulating outlet, increasing the pressure, recording data including pressure numerical value information when the pressure of a circulating pump is reduced, calculating the position of a leaking point and the reduction amount of flow according to a calculation formula, after the cleaning of a leading hole is stably finished, injecting cement slurry into the leading hole through the intermediate pipe by a cement truck, recording information including injection pressure, injection flow and injection time, when the pumping pressure of the cement truck is reduced or the position of the leaking point is reached, continuously injecting the cement slurry at least 0.5 meter higher than the position of the leaking point, then injecting the cement slurry from a leading hole opening on the outer side of the intermediate pipe, when the cement slurry is injected near the leaking point, continuously injecting the cement slurry at least 0.5 meter higher than the position of the leaking point, and then cleaning the residual cement slurry in the intermediate pipe to be at least half meter away from the bottom of the steel pipe by a mode of circulating a cleaning liquid in the intermediate pipe by the pump, after cement solidification is finished, the middle pipe is penetrated through by a perforating gun at a leakage point position to form a pipe hole, and the pipe hole is communicated with the stratum to guide water flow at the leakage position into the middle pipe so as to realize leakage control type sleeve pile supporting protection.
Further, in the first step, when the cleaning liquid can not establish circulation between the intermediate pipe and the guide hole or the pressure of the circulating pump continuously drops or the circulation flow rate continuously decreases, the temporary plugging agent is added into the circulating cleaning stabilizing liquid to perform low-pressure circulation between the intermediate pipe and the guide hole again until the circulation is established or the speed value of the drop speed change of the pressure of the circulating pump and the liquid level of the cleaning stabilizing liquid is stable.
Furthermore, a tunnel provided with a steel arch top support in the tunnel is selected or a steel arch support can be arranged in the tunnel, the workstation is dug to a position which is at least 1.5 meters below the horizontal plane of the tunnel pavement, the outer side of the upper end of one sleeve pile which is at a position which is at least 1.5 meters below the horizontal plane and forms an acute angle with the horizontal plane is connected and fixed at one end of the steel arch at the bottom of one side of the tunnel, the outer side of the upper end of the other sleeve pile in the vertical direction is connected and fixed at the other end of the steel arch at the bottom of one side of the tunnel, and the steel arch support and the at least two sleeve piles form a parachute-like support together so as to support the bottom of the tunnel.
Further, when the stratum at the bottom of the tunnel is a high-salinity or soft stratum, the rust-proof reinforced sleeve pile needs to be manufactured and constructed by adopting the following scheme for providing support, and the manufacturing mode of the rust-proof reinforced sleeve pile comprises the following steps: firstly, a temporary plugging agent is injected into the pipe hole for plugging, then organic glue adhered to the inner wall is sprayed into the pipe steel for multiple times by adopting a 360-degree nozzle to enable the glue layer adhered to the inner wall of the steel pipe to be in a certain thickness, then a cross-linking agent is sprayed into the pipe steel for fixing the glue layer, then moderate-temperature cement is injected, after the cement is solidified, an annular gap is formed between the cement and the glue layer, a deblocking agent is injected into the annular gap to remove the temporary plugging agent, so that the pipe hole is communicated with the annular gap for water diversion, and therefore the rust-proof reinforced sleeve pile support is realized.
Further, the determination of the location of the missing point is calculated according to the following formula: m ═ R | ∑ lt1(v1 2-v1)/q1+…+ltn(vn 2-vn)/qn]-l2∣1/2In the formula: m is the depth of the leak point position, l is the length of the intermediate pipe, tnIs the nth cycle time, v1First circulation flow rate, vnNth cycle flow rate, q1The value of the speed of the first cleaning stabilizing liquid level decrease, qnThe speed value of the descending speed change of the nth cleaning stabilizing liquid level is that R is a coefficient range of 0.9-1.8, when the R is less than 60 meters, the R is 0.9, and the value is increased by 0.1 when the R is increased by 50 meters.
Furthermore, the workstation excavates downwards at the intersection line of the side wall of the tunnel and the tunnel pavement, the excavation distance of at least two leading holes on the horizontal plane is not less than 3 meters and cannot exceed 10 meters, the diameter of each steel pipe is 70-120mm, the length of each steel pipe is 2-6.5 meters, and each steel pipe is provided with a threaded screw joint to achieve a certain length after movable connection.
Further, the excavation method of the workstation comprises the following steps of firstly selecting a drilling machine according to the stratum geology of the tunnel, the number of pilot holes required by support design and pilot hole parameters, designing and planning the specification parameters of the workstation, the ground modeling parameters of the workstation and the excavation mode according to the stratum geology information, the drilling machine parameters and the pilot hole parameters to provide conditions for accurate implementation of support, designing and obtaining two workstation parameters according to the information, namely, excavating slopes with the depth of 3.5 meters, the width of 2.5 meters and the gradient of 48.6% on the lower portion of a road surface, wherein the excavation mode of the first workstation is that a slope with the depth of 3.5 meters, the width of 2.5 meters and the gradient of 48.6% is obtained by excavating towards the inclined direction of the side wall on the other side of the tunnel at the intersection line of the side wall of the tunnel and the road surface of the tunnel, and then excavating a 35-degree-angle three-dimensional space to the other side to form a first workstation with accurate pilot holes in a mode of continuously rotating by 35 degrees towards the other side along the axis of the depth wall with the bottom of 3.5 meters as the axis, the excavation mode of the second workstation is as follows: and digging a first workstation to the side of the first guide hole along the depth of 3.5 meters downwards along the top of the slope to form a three-dimensional space by the length of 2 meters, filling 35-degree three-dimensional space with sand and stone dug out from the three-dimensional space, and digging and filling the area around the 35-degree three-dimensional space filled with sand and stone adjacent to the three-dimensional space into a slope with the specification and the size corresponding to the first working space, wherein the specification is 3.5 meters in depth, 2.5 meters in width and 48.6 percent in gradient.
Further, the method for excavating and drilling the first guide hole in the first work station comprises the steps of firstly arranging a drill frame of the reverse circulation drilling machine at the bottom of a slope with the depth of 3.5 meters, and the drill bit of the drill frame is arranged towards the direction of 35-degree three-dimensional space so as to open the drill in the direction of 60 degrees formed by the drill bit and the horizontal line of the tunnel pavement, when the first guide hole is drilled into the designed depth of 30 meters along the 60-degree direction, a threaded screw joint steel pipe with the diameter of 110mm and the length of 3 meters is selected, and arranging three grabbing brackets in the middle position of each steel pipe to keep the steel pipe in the middle position of the guide hole, connecting each steel pipe arranged in the three grabbing brackets through screw threads while descending the steel pipe into the guide hole to form a certain length, repeating the processes, continuously descending until all the steel pipes which are movably connected reach the bottom of the guide hole with the designed depth, and adopting the second guide hole digging and drilling method and the first guide hole to accurately provide support.
Further, the cleaning stabilizing liquid circulates between the middle pipe and the guide hole at low pressure, the descending speed of the liquid level of the cleaning stabilizing liquid changes at a speed which is recorded as q, and the calculation formula of q is (Hztz-H1T1)/(T1Tzt), wherein each parameter has the following meaning: hz is the height of the drop at the time of the z-th level drop speed change, H1 is the height of the drop at the time of the 1 st level drop speed change, Tz is the time taken for the level drop speed change to drop by a certain height at the time of the z-th level drop speed change, T1 is the time taken for the level drop speed change to drop by a certain height at the time of the 1 st level drop speed change, and T is the time taken between the first and z-th drop speed changes.
The invention has the beneficial effects that: the invention provides a sleeve pile support formed by pressing and pouring concrete into an underground middle pipe, realizes sleeve pile leakage control type support protection through the middle pipe, provides conditions for accurate implementation of support through specific work station specification parameters, work station ground modeling parameters and an excavation mode, provides a guide hole excavation drilling method, efficiently and accurately provides support, and is beneficial to realizing the quality of integral support.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.
FIG. 1: the structure of the preferred embodiment of the invention is schematically shown.
FIG. 2: the structure of another preferred embodiment of the invention is schematically shown.
Detailed Description
The invention will be further understood from the specific examples given below, which are not intended to limit the invention. Insubstantial modifications and adaptations of the invention as described herein will now occur to those skilled in the art upon reference to the foregoing disclosure.
The underground bridge and tunnel construction supporting method is characterized by comprising the following steps: two temporary work stations are excavated on two sides of the bottom of the tunnel; the second step is that: digging and drilling a plurality of inclined guide holes in each temporary workstation along the direction of a perpendicular bisector of a horizontal plane on the pavement of the tunnel vertically downwards, wherein the preferable mode comprises digging and drilling a plurality of inclined guide holes in the direction of the perpendicular bisector of the horizontal plane on the pavement of the tunnel in the same vertical downward section (the section thickness is at least not less than the aperture of the guide holes), at least two guide holes are intersected with the horizontal plane of the pavement of the tunnel to form an acute angle, and a middle pipe is arranged in each guide hole; and (3) pressing and injecting concrete into each intermediate pipe, so that the concrete is solidified into the guide hole through the intermediate pipe and forms a complete pile support together with the intermediate pipe, wherein the concrete at least consists of cement paste which forms support strength after being solidified.
Further, a tunnel with a steel arch top supporting mode is selected or the tunnel can be provided with the steel arch which is matched with the tunnel to form an n-shaped support, the temporary workstation is dug to the horizontal plane of the tunnel road surface to be at least 1.5 meters below, the outer side of the upper end of one sleeve pile which is positioned on the horizontal plane of the position below 1.5 meters and intersected with the horizontal plane to form an acute angle is connected and fixed at one end of the steel arch at the bottom of one side of the tunnel, the outer side of the upper end of the other sleeve pile on the same section in the vertical direction is connected and fixed at the other end of the steel arch at the bottom of one side of the tunnel, and the steel arch support and at least two sleeve piles jointly form a parachute-like support so as to realize the support of the bottom of the tunnel.
Firstly, selecting a drilling machine according to the geological features of a tunnel stratum, the number of holes required by support design and hole guiding parameters, designing and planning the specification parameters of a workstation, the ground modeling parameters of the workstation and the excavation mode according to the geological features of the tunnel stratum, the parameters of the drilling machine and the hole guiding parameters to provide conditions for accurate implementation of support, selecting a reverse circulation drilling machine according to the information that the tunnel stratum is a rock-containing water-containing stratum, the distance between support holes is 9 meters, the number of the holes is 2, the included angle between the holes and the horizontal plane of a tunnel pavement is 60 degrees, designing and obtaining two workstation parameters according to the information, designing and obtaining two workstation parameters according to the basis that the drilling frame can be matched with the workstation to complete accurate and quick implementation of the holes in support, and obtaining a slope with the depth of 3.5 meters, the width of 2.5 meters and the gradient of 48.6 percent for excavation at the lower part of the tunnel pavement, wherein the excavation mode of a first workstation obtains the excavation depth of 3.5 meters and the excavation depth of the slope below the slope at the intersection line of the side wall of the tunnel pavement to the other side wall of the tunnel, A slope with the width of 2.5 meters and the gradient of 48.6 percent is formed, then a first workstation forming an accurate guide hole is excavated in a mode of continuously rotating to the other side by 35 degrees along a depth wall with the bottom of the slope being 3.5 meters as an axis, a method for excavating and drilling the first guide hole in the excavated first workstation is explained below, the completion of supporting facilities is efficiently and accurately provided, the quality of integral supporting is favorably realized, firstly, a drill frame of a reverse circulation drilling machine (such as a YDZ type) is arranged at the bottom of the slope with the depth of 3.5 meters, a drill bit of the drill frame is arranged towards the direction of the 35-degree three-dimensional space, so that the drill bit and a horizontal line of a tunnel road surface form a direction of 60 degrees for excavating and drilling the first guide hole in the direction of 60 degrees, after the designed depth is drilled in the direction of 30 meters, a set thread screw with the diameter of 110mm and the length of 3 meters is selected to connect steel pipes, and three supports are arranged at the middle positions on each steel pipe to keep the steel pipe at the middle positions of the guide hole, the steel pipe of putting into three support of grabbing of each while going into this steel pipe to the lead hole passes through screw threaded connection, repeats above process and continues to go into until all steel pipes of swing joint to the lead hole bottom of design degree of depth, and the excavation mode of second workstation is: the first workstation digs 3.5 meters of depth downwards along the top of the slope and digs 2 meters of length to the side of the first guide hole to form a three-dimensional space, meanwhile, sand and stone dug out from the three-dimensional space are filled into the three-dimensional space with the angle of 35 degrees, the area around the three-dimensional space with the angle of 35 degrees, which is close to the three-dimensional space and is filled with the sand and stone, is dug and filled into a slope (the specification is 3.5 meters in depth, 2.5 meters in width and 48.6 percent in gradient) with the corresponding specification and shape and size of the first working space so as to realize high-quality quick construction, and the digging and drilling method of the second guide hole is the same as that of the first guide hole.
Connecting a circulating pump with each steel pipe serving as an intermediate pipe in the first and second lead holes, injecting an acrylic acid solution with the concentration of 1% as a lead hole cleaning stabilizing solution into a space formed by the lead hole and the intermediate pipe through each intermediate pipe by the pump, filling the stabilizing solution into a tank body with the length, width and height of 10 x 6 x 5m, connecting the tank body with the circulating pump, allowing the steel pipe connected with the intermediate pipe to flow out to a collection tank through the lead hole to establish the circulation of the cleaning stabilizing solution, recording the circulating flow rate at 2m/s, recording the circulating pressure 518kpa and the circulating time 26s, further, when the cleaning solution cannot establish circulation between the intermediate pipe and the lead hole or the pressure 518kpa of the circulating pump is reduced to 490kpa or continuously reduced or the circulating flow is continuously reduced, adding a cocoamidopropyl hydroxysulfobetaine serving as a temporary blocking agent with the concentration of 6% into the circulating cleaning stabilizing solution to perform low-pressure circulation between the intermediate pipe and the lead hole again, until the circulation is established or the pressure of a circulation pump is kept above 490kpa or the flow is stable, the temporary plugging agent plugging principle comprises that when plugging agent particles stay or are adsorbed in pore channels at a leakage point position, the pore channels are plugged after water absorption and expansion in water; then the circulation outlet is closed, the pressure is increased to 2.9mpa, then the pressure numerical value information data is recorded when the pressure of the circulation pump is reduced by 1.8mpa, the circulation flow rate of the nth time is 1.2m/s and the circulation time is 10s, the speed numerical value of the reduction speed change of the liquid level of the low-pressure circulation cleaning stabilizing solution between the middle pipe and the guide hole is recorded as q, and the calculation of q is preferably represented by the formula: q ═ H ztz-H1T1)/(T1TzT), where the parameters represent the following: hz is the height reduced when the liquid level reduction speed changes for the z-th time, H1 is the height reduced when the liquid level reduction speed changes for the 1 st time, Tz is the time for reducing the liquid level reduction speed for a certain height when the liquid level reduction speed changes for the z-th time, T1 is the time for reducing the liquid level reduction speed for the certain height when the liquid level reduction speed changes for the 1 st time, and T is the time used between the first time and the z-th time reduction speed changes.
Calculating the position of a leakage point or the distance between the leakage point and the bottom of the pilot hole, calculating the reduction of flow, injecting cement slurry into the pilot hole through the middle pipe by a cement truck after the pilot hole is cleaned or the well wall is stabilized, recording the following information including the injection pressure of 0.2mpa, the injection flow of 1.3 square per minute, the injection time of 2 minutes and the like, and calculating the position of the leakage point according to the following formula: m ═ R | ∑ [ lt1(v1 2-v1)/q1+…+ltn(vn 2-vn)/qn]-l2∣1/2In the formula: m is the depth of the position of the leak point or the distance between the leak point and the bottom of the lead hole, R is the coefficient range of 0.9-1.8, R is 0.9 when the length is less than 60 meters, the numerical value is increased by 0.1 when the length is increased by 50 meters, l is the length of the middle pipe, and the unit is M, tnIs the nth cycle time in units of s, v1First circulation flow rate in m/s, vnThe nth circulation flow rate is in m/s, q1The speed of the descending speed change of the liquid level of the first cleaning stabilizing liquidNumerical value in mm/s2，qnThe speed value of the descending speed change of the nth cleaning stable liquid level records the following recorded parameter data, such as the circulating flow rate of 2m/s, the circulating pressure of 21.8kpa and the circulating time of 26 s; then recording the information data of the pressure value when the pressure of the circulating pump is reduced to 18.6kpa, recording the circulating flow rate of 1.2m/s and the circulating time of 10s when the nth time is 2, circulating the cleaning stabilizing solution between the middle pipe and the guide hole at low pressure, recording the speed value of the reduction speed change of the liquid level of the cleaning stabilizing solution as q being 12.5mm/s2The substitution of the following parameters into the formula M ═ R | ∑ lt1(v1 2-v1)/q1+…+ltn(vn 2-vn)/qn]-l2∣1/2。
The depth of the leakage point M obtained by calculation is within 30 meters, so that the value of R is 0.9, the depth of the leakage point M obtained by calculation of 0.9 × 26.58 is within 23.92 meters from the top end of the middle pipe downwards, the formula of the invention utilizes technical parameters in natural science to solve the process of calculating and determining unknown parameters, is an indispensable set of natural science and technology characteristics for solving the problem of leakage point determination, and does not belong to the scope of intellectual activity. The method of the invention is popularized without professional equipment software and personnel, and the detailed mode of the invention for calculating and determining the missing points is adopted and the implementation mode of the support is continuously explained.
When the pumping pressure of the cement truck is reduced or reaches a position within 23.92 meters of the leak point, continuously injecting cement slurry at a height of at least 0.5 meter (namely, at a position which is away from 23.72 meters) of cement slurry at the position of the excessively high leak point (namely, injecting cement slurry at a height of 24.22 meters), then injecting cement slurry from the pilot hole opening at the outer side of the intermediate pipe, and when the cement slurry is injected at a position which is close to the leak point, also continuously injecting cement slurry at a height of at least 0.5 meter (namely, at a position which is away from 23.72 meters), namely, injecting concrete to each intermediate pipe to finally form two casing pile supports, preferably, after the cement slurry is injected from the intermediate pipe opening at a height of 0.5 meter, simultaneously injecting cement slurry from the pilot hole openings at the intermediate pipe and the outer side by using the same injection pump until the pump pressure is stably raised, stopping to prevent the quality of the support from being influenced by false at the leak point; secondly, cleaning the residual cement slurry in the steel of the intermediate pipe by a way of communicating the circulating cleaning fluid in the intermediate pipe through a pump, wherein the height of the residual cement in the steel pipe which can be kept at least half meter away from the bottom of the steel pipe is taken as a construction point to ensure the support strength and improve the area of a support bottom surface, the height test of the residual cement which can be kept at least half meter away from the bottom of the steel pipe is determined by any method known in the field, such as a visual probe or ultrasonic wave which are known in the field to enter the steel pipe for testing or calculating the height by the difference value of the total length space of the through pipe and the space occupied by circulating water, and the like, for example, the residual cement slurry of 0.5 meter at the bottom of the intermediate pipe with the depth of 30 meters can enter the steel pipe by a steel rope for 29.5 meters, and because the depth of the guide hole and the intermediate pipe in the guide hole is 30 meters and at least exceeds the distance of a leakage point of 23.72 meters and a half meters so as to accord with the implementation of the process of the method, after the cement curing is finished, the middle pipe is penetrated through by a perforating gun at a leakage point position to form a pipe hole, the pipe hole is communicated with the stratum to guide water flow at the leakage position into the middle pipe to realize sleeve pile leakage control type supporting protection, and furthermore, a drainage pump can be arranged in the middle pipe to further deal with drainage of a large amount of water leakage so as to improve the long-term safety and stability of the tunnel pavement and the underground part of the tunnel pavement.
Selecting a tunnel with a steel arch top supporting mode in the tunnel or arranging a steel arch (the steel arch and the tunnel are matched into an n-shaped model) support in the tunnel, digging the workstation to the horizontal plane of the tunnel road surface to be at least below 1.5 m, and simultaneously intersecting the horizontal plane at the position below 1.5 m with an acute angle.
Further, the outer side of the upper end of each leakage-control type supporting protective sleeve pile is connected and fixed at one end of the bottom of the n-shaped steel arch on one side of the tunnel, for example, the outer side of the upper end of the supporting protective sleeve pile is connected to one end of the bottom of the steel arch by using a steel bar, then two connecting ends are welded and fixed or one end of the bottom of the steel arch on the upper end of the supporting protective sleeve pile is connected and fixed by using concrete after being cured, the outer side of the upper end of the other sleeve pile on the same section in the vertical direction is connected and fixed at the other end of the bottom of the n-shaped steel arch on one side of the tunnel, the bottom of the n-shaped steel arch support and the upper ends of at least two sleeve piles are connected to form a parachute-like support as shown in figure 1 so as to realize the support of the bottom of the tunnel, preferably, the lower end of the guide hole is crossed to a point to form a closed structure with the n-shaped steel arch, as shown in figure 2, and finally, the space of a work station excavated at the lower part of the tunnel pavement is filled up, and (5) tamping the reduction tunnel pavement to reach the design standard of the tunnel to complete the support.
Second embodiment
On the basis of the first embodiment, different from the first embodiment, when the bottom stratum of the tunnel is a highly mineralized carbonate stratum, the following scheme is adopted to manufacture and construct an anti-rust reinforced casing pile for support, and the manufacturing method of the anti-rust reinforced casing pile comprises the following steps: firstly, 3% HJK-3 (II) pre-crosslinked particles are injected into the pipe hole to be used as a temporary plugging agent to plug the pipe hole, then 5% anti-deposition 845 hydrophobic acrylic polymer organic glue with concentration of 5% is sprayed into the pipe steel for multiple times by adopting a 360-degree nozzle to enable the glue layer adhered to the inner wall of the steel pipe to be in a certain thickness of no less than 2mm, then a crosslinking agent firm glue layer is sprayed into the pipe steel by adopting the 360-degree nozzle, the crosslinking agent is mixed by adopting formaldehyde with concentration of 2% and catechol with concentration of 5% in a volume ratio of 1 to 1, and the following experiment is adopted to test the bonding and curing conditions of the steel pipe arm and southern 2792 cement (cement for short) concrete; the test was as follows: a steel pipe 30cm in diameter of 110mm is selected, after 5% deposition-resistant 845 hydrophobic acrylic polymer organic glue is sprayed on the inner wall of the steel pipe, 1% of the cross-linking agent solution is sprayed, and the bonding and curing conditions are tested under the following conditions and are shown in Table 1.
TABLE 1
As can be seen from the above table, when organic glue is sprayed on the inner wall of the steel pipe and crosslinked by 1% of the crosslinking agent, the glue becomes solid at 5 ℃ and at 7 days, and the glue layer and cement do not adhere to each other after hardening, so that the next construction can be carried out only after 7 days, and the glue layer becomes solid and the gel breaking condition of HJK-3 (II) pre-crosslinked particle temporary plugging agent is tested in the above test, specifically, the gel breaking condition occurs after the solid surface of the glue layer is decomposed after the pre-crosslinked particle temporary plugging agent is soaked in 10% hydrogen peroxide solution at 60 ℃ for 48 hours, and the whole gel breaking condition of the HJK-3 (II) pre-crosslinked particle temporary plugging agent is broken. Therefore, hydrogen peroxide with the concentration of 10% can be used as a blocking remover to enlarge gaps of the surface structure of the glue layer and break the glue of the temporary blocking remover to remove blocking.
From the above tests, it can be seen that after 7 days the following steps can be performed on the sprayed bond line on the pipe steel, and then a medium heat cement slurry, such as southern cement heat, is injected: 2792, after cement solidification, because of the volume shrinkage after cement solidification, also can produce the volume shrinkage along with the sclerosis of glue film, cement, and form annular space between the glue film, inject the deblocking agent in the annular space and remove interim blocking agent and make pipe hole and annular space UNICOM diversion, the annular space increase is favorable to the leak protection drainage between the cement of glue film surface looseness and solidification, and the cement post in the steel pipe can be anticorrosive with the cement layer of steel pipe other place and also strengthened strutting to also realize rust-resistant intensive sleeve pile and strut.
The invention forms a sleeve pile support by providing underground middle pipe pressure-injected concrete, realizes sleeve pile leakage-control type support protection by the middle pipe, provides conditions for accurate implementation of the support by the specific specification parameters of a workstation, the ground modeling parameters of the workstation and an excavation mode, and efficiently and accurately provides the support by providing a drilling method of a lead hole, thereby being beneficial to realizing the quality of the integral support, and simultaneously provides a support scheme suitable for different stratum geological conditions. The underground support and the overground support are organically cooperated and matched to adapt to various conditions of the underground support, so that the quality of the support is improved, the pressure of the overground support is shared, the structure of the integral support is enhanced, and the integral quality of the support can be guaranteed.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (4)
1. The underground bridge and tunnel construction supporting method is characterized by comprising the following steps: excavating a working station at the bottom of the tunnel; the second step is that: digging and drilling a plurality of inclined guide holes in each workstation along the direction of a perpendicular bisector of a horizontal plane on the road surface of the tunnel vertically downwards, wherein at least two guide holes are intersected with the horizontal plane of the road surface of the tunnel to form an included angle of an acute angle, and arranging a middle pipe in each guide hole; forming a sleeve pile support by pressure-casting concrete into each intermediate pipe;
when the stratum at the bottom of the tunnel is a water leakage stratum, the following scheme is adopted to manufacture and construct the leakage-control sleeve pile for supporting, and the construction process of the leakage-control sleeve pile comprises the following steps: firstly, selecting steel pipes to form intermediate pipes, preventing the intermediate pipes entering a guide hole from being adhered to the inner wall of the guide hole by a support arranged on each intermediate pipe, connecting a circulating pump and each intermediate pipe, injecting guide hole cleaning stabilizing liquid into the guide hole through each intermediate pipe by the pump, keeping the low-pressure circulation of the cleaning stabilizing liquid between the intermediate pipe and the guide hole, and recording the circulating pressure, the speed value of the descending speed change of the liquid level of the cleaning stabilizing liquid and the circulating time; then closing a circulating outlet, increasing the pressure, recording data including pressure numerical value information when the pressure of a circulating pump is reduced, calculating the position of a leaking point and the reduction amount of flow according to a calculation formula, after the cleaning of a leading hole is stably finished, injecting cement slurry into the leading hole through the intermediate pipe by a cement truck, recording information including injection pressure, injection flow and injection time, when the pumping pressure of the cement truck is reduced or the position of the leaking point is reached, continuously injecting the cement slurry at least 0.5 meter higher than the position of the leaking point, then injecting the cement slurry from a leading hole opening on the outer side of the intermediate pipe, when the cement slurry is injected near the leaking point, continuously injecting the cement slurry at least 0.5 meter higher than the position of the leaking point, and then cleaning the residual cement slurry in the intermediate pipe to be at least half meter away from the bottom of the steel pipe by a mode of circulating a cleaning liquid in the intermediate pipe by the pump, after cement solidification is finished, the middle pipe is penetrated through by a perforating gun at a leakage point position to form a pipe hole, and the pipe hole is communicated with the stratum to guide water flow at the leakage position into the middle pipe so as to realize leakage-control type sleeve pile supporting protection;
the method comprises the following steps of selecting a tunnel in which a steel arch top support is arranged, digging a work station to a horizontal plane of a road surface of the tunnel to be at least below 1.5 m, connecting and fixing the outer side of the upper end of one sleeve pile, which is positioned on the horizontal plane below at least 1.5 m and forms an acute angle with the horizontal plane, to one end of the steel arch at the bottom of one side of the tunnel, and similarly connecting and fixing the outer side of the upper end of the other sleeve pile in the vertical direction to the other end of the steel arch at the bottom of one side of the tunnel, so that the steel arch support and at least two sleeve piles form a parachute-like support together to support the bottom of the tunnel;
the method for excavating the work station comprises the following steps of firstly selecting a drilling machine according to the tunnel stratum geology, the number of holes required by support design and hole guiding parameters, designing and planning work station specification parameters, work station ground modeling parameters and an excavation mode according to the stratum geology information, the drilling machine parameters and the hole guiding parameters to provide conditions for accurate support implementation, and designing and obtaining a slope with the specification of 3.5 meters in depth, 2.5 meters in width and 48.6% in gradient for excavating on the lower portion of a road surface according to the two work station parameters.
2. The underground bridge and tunnel construction supporting method as claimed in claim 1, wherein the working station excavates downwards at the intersection line of the side wall of the tunnel and the tunnel pavement, the excavation distance of at least two lead holes on the horizontal plane is not less than 3 m and cannot exceed 10m, the diameter of the steel pipe is 70-120mm, the length of the steel pipe is 2-6.5 m, and each steel pipe is provided with a threaded screw joint to achieve a certain length after movable connection.
3. The underground bridge and tunnel construction supporting method of claim 2, wherein the excavation method of the working stations further comprises the following steps, wherein the excavation mode of the first working station is to excavate a slope with the depth of 3.5 meters, the width of 2.5 meters and the gradient of 48.6% to the oblique lower part of the side wall at the intersection line of the side wall of the tunnel and the tunnel pavement, and then excavate a 35-degree stereoscopic space to form the first working station with accurate guiding holes by taking the depth wall with the bottom of the slope of 3.5 meters as an axis and continuously rotating the first working station to the other side by 35 degrees, and the excavation mode of the second working station is: and digging a first workstation to the side of the first guide hole along the depth of 3.5 meters downwards along the top of the slope to form a three-dimensional space by the length of 2 meters, filling 35-degree three-dimensional space with sand and stone dug out from the three-dimensional space, and digging and filling the area around the 35-degree three-dimensional space filled with sand and stone adjacent to the three-dimensional space into a slope with the shape and the size corresponding to the first working space, wherein the specification is 3.5 meters in depth, 2.5 meters in width and 48.6 percent in gradient.
4. A supporting method for underground bridge and tunnel construction according to claim 3, wherein the method of drilling the first pilot hole in the first working station comprises the steps of firstly arranging the drill frame of the reverse circulation drilling machine at the bottom of a slope with a depth of 3.5 m, arranging the drill bit of the drill frame towards a direction of 35-degree three-dimensional space to drill in a direction of 60 degrees with respect to the horizontal line of the tunnel pavement, completing the first pilot hole after drilling the designed depth of 30 m along the direction of 60 degrees, selecting a threaded screwed joint steel pipe with a diameter of 110mm and a length of 3 m, arranging three grabbing brackets at the middle position on each steel pipe to keep the steel pipe at the middle position of the pilot hole, connecting each steel pipe arranged in the three grabbing brackets by screw threads to form a certain length while inserting the steel pipe into the pilot hole, repeating the above processes and continuously inserting until all the movably connected steel pipes reach the bottom of the pilot hole with the designed depth, the second lead hole is dug and drilled in the same way as the first lead hole so as to accurately provide support.
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| CN105156114A (en) * | 2015-06-19 | 2015-12-16 | 中国矿业大学 | Enlarging repair and reinforcement method of roadways at crossing |
| CN205100991U (en) * | 2015-11-04 | 2016-03-23 | 重庆工商职业学院 | Ann tears simple and convenient tunnel support mount open |
| CN109057801A (en) * | 2018-07-26 | 2018-12-21 | 中铁十九局集团第六工程有限公司 | The construction method of the compound step large cross-section tunnel excavation supporting of bilateral wall base tunnel |
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| JP3367013B2 (en) * | 1996-12-18 | 2003-01-14 | 新日本製鐵株式会社 | Existing tunnel lining structure |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105156114A (en) * | 2015-06-19 | 2015-12-16 | 中国矿业大学 | Enlarging repair and reinforcement method of roadways at crossing |
| CN205100991U (en) * | 2015-11-04 | 2016-03-23 | 重庆工商职业学院 | Ann tears simple and convenient tunnel support mount open |
| CN109057801A (en) * | 2018-07-26 | 2018-12-21 | 中铁十九局集团第六工程有限公司 | The construction method of the compound step large cross-section tunnel excavation supporting of bilateral wall base tunnel |
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