CN112855171A - Construction method of tunnel in concealed excavation deep backfill soil area - Google Patents
Construction method of tunnel in concealed excavation deep backfill soil area Download PDFInfo
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- CN112855171A CN112855171A CN202110051532.8A CN202110051532A CN112855171A CN 112855171 A CN112855171 A CN 112855171A CN 202110051532 A CN202110051532 A CN 202110051532A CN 112855171 A CN112855171 A CN 112855171A
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- 238000000034 method Methods 0.000 claims description 32
- 230000008569 process Effects 0.000 claims description 16
- 238000011156 evaluation Methods 0.000 claims description 13
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- 238000012360 testing method Methods 0.000 claims description 11
- 238000004140 cleaning Methods 0.000 claims description 8
- 239000011241 protective layer Substances 0.000 claims description 7
- 238000005070 sampling Methods 0.000 claims description 3
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
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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
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
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- Soil Sciences (AREA)
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a tunnel in an underground excavation deep backfill soil area, wherein a forepoling structure is arranged by surrounding a top arch of a tunnel section; arc-shaped excavation is carried out along the top arch of the pilot tunnel on the section of the tunnel to form an arc-shaped tunnel and a central upper step, and one lining layer construction of the upper pilot tunnel is carried out along the arc-shaped tunnel so as to stably support the tunnel rock-soil; excavating a central upper step, and performing temporary inverted arch construction at the bottom of an upper pilot tunnel to separate the upper pilot tunnel; excavating along two sides of a lower pilot tunnel of a tunnel section, performing primary lining layer construction of the lower pilot tunnel along the two sides, excavating a central lower step, completing primary lining layer construction of a tunnel main tunnel, and performing measurement point arrangement construction in the tunnel main tunnel; and then carrying out the whole secondary lining layer construction of the tunnel main tunnel. The construction method for removing the tunnel from the underground excavation deep backfill soil ensures the tunnel construction progress and the tunnel construction safety strictly according to the principles of pipe advancing, short excavation, strong supporting, early sealing and duty measurement.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a construction method of a tunnel in an underground excavation deep backfill soil area.
Background
Because the urban land is greatly influenced by human activity transformation, the underlayer rock is continental clastic rock of sandstone and mudstone interbedding, the water content is weak, the surface layer is a deep filling area with large thickness, the deep filling area is rich in underground water, the water permeability is large, the replenishment of the surrounding water is quick, the underlayer rock is a soft structural surface and is loose in structure, gap water existing in the loose layer is discontinuously distributed in an artificial filling layer, the gap water is mostly locally upper layer stagnant water, the water content is small, the dynamic range is large, no uniform underground water level exists, the underground water rich in water is controlled by the landform, the lithology and the fracture development degree, the replenishment of atmospheric rainfall and the leakage of a water supply and drainage pipeline is caused to cause the uneven settlement of rock layers, so that ground cracking, building cracking, inclination and the like are possibly caused, the adverse influence on the pile foundation pore-forming is caused, weathered rock is distributed on the surface layer of the underlayer rock of the whole, the original stress balance of rock mass is easily destroyed in the tunnel excavation process, tunnel collapse can be caused if effective construction technical measures are not taken, direct threat is caused to life safety of constructors and construction equipment, and the construction period is prolonged. Therefore, an effective tunnel construction method must be adopted, which plays a crucial role in ensuring the tunnel construction and the operation safety.
Disclosure of Invention
The invention mainly aims to provide a construction method of a tunnel in an underground excavation deep backfill soil area, and aims to solve the problems that the tunnel is easy to collapse, the safety risk is high and the like in the tunnel construction process in the prior art.
In order to achieve the aim, the invention provides a construction method of a tunnel in an underground excavation deep backfill soil area, which comprises the following steps:
before tunnel excavation, arranging a forepoling structure around a top arch of a tunnel section;
arc-shaped excavation is carried out along the top arch of the pilot tunnel on the section of the tunnel to form an arc-shaped hole and a central upper step, and one lining layer construction of the upper pilot tunnel is carried out along the arc-shaped hole to stably support the tunnel rock-soil;
excavating the central upper step, and performing temporary inverted arch construction at the bottom of the upper pilot tunnel to separate the upper pilot tunnel;
excavating along two sides of the lower pilot tunnel of the section of the tunnel to form a lower side tunnel and a central lower step, and performing one lining layer construction of the lower pilot tunnel along the lower side tunnel so as to stably support the tunnel rock-soil;
excavating the central lower step to form the lower pilot tunnel so as to form a complete tunnel main tunnel, completing the construction of a lining layer of the tunnel main tunnel, and simultaneously performing measurement point arrangement construction in the tunnel main tunnel;
dismantling the temporary inverted arch, and carrying out integral secondary lining layer construction on the tunnel main tunnel; and returning to the step of arranging the advanced support structure around the top arch of the section of the tunnel before the tunnel is excavated until the tunnel construction is finished.
Preferably, the step of arranging a forepoling structure around the crown of the tunnel section before tunnel excavation comprises:
before tunnel excavation, inserting a plurality of steel pipes at intervals around a top arch above the top arch of a tunnel excavation section to form a first supporting layer;
inserting a plurality of small guide pipes around the crown arch at intervals between the first supporting layer and the crown arch to form a second supporting layer;
the temporary inverted arch is dismantled, and the construction of the whole secondary lining layer of the tunnel main tunnel is carried out; returning to before the tunnel excavation, encircle above the top arch of the tunnel excavation section a plurality of steel pipes are inserted at the top arch interval, and the step of forming a first protective layer includes:
dismantling the temporary inverted arch, and carrying out integral secondary lining layer construction on the tunnel main tunnel; and returning to the step of inserting a plurality of steel pipes above a top arch of the tunnel excavation section at intervals around the top arch before tunnel excavation to form a first supporting layer until the tunnel construction is completed.
Preferably, before tunnel excavation, a plurality of steel pipes are inserted above a top arch of a tunnel excavation section at intervals around the top arch to form a first supporting layer, and the method includes:
measuring lofting, determining the position of a steel pipe drilling hole, and simultaneously controlling a drilling machine to be in place;
installing a drill bit at one end of the steel pipe, inserting the steel pipe into the rock-soil along an upward angle of 10-20 degrees so as to enable the steel pipe and the small guide pipe to be relatively crossed to stabilize the rock-soil, and connecting the other end of the steel pipe with a drilling machine;
starting a drilling machine to carry out drilling construction, unloading the drilling machine after the steel pipe is drilled in place, moving the drilling machine to the next steel pipe to continue drilling construction until the first protective layer construction is completed;
and (4) grouting through a steel pipe to stabilize the surrounding rock soil.
Preferably, the step of starting the drilling machine to perform drilling construction, unloading the drilling machine after the steel pipe is drilled in place, moving the drilling machine to the next steel pipe to continue drilling construction until the first supporting layer construction is completed comprises:
after the steel pipe is drilled in place, a connecting sleeve is arranged at one end, far away from the drill bit, of the steel pipe;
and continuously connecting one end of the connecting sleeve, which is far away from the steel pipe, with an auxiliary steel pipe, connecting one end of the auxiliary steel pipe, which is far away from the connecting sleeve, with the drilling machine, and drilling the auxiliary steel pipe in place.
Preferably, the step of inserting a plurality of small conduits between the first jacket layer and the crown at intervals around the crown to form a second jacket layer comprises:
measuring and lofting to determine the hole site of the small catheter;
drilling holes at the hole positions of the small guide pipes through a drilling machine, and cleaning the drilled holes;
and inserting the small guide pipe into the drill hole along the upward direction of 25-45 degrees, and performing grouting construction through the small guide pipe to stabilize the surrounding rock soil.
Preferably, after the step of excavating the central lower step to form the lower pilot tunnel to form a complete tunnel main tunnel, and completing construction of a lining layer of the tunnel main tunnel, and simultaneously performing measurement point arrangement construction in the tunnel main tunnel, the method includes:
leveling and compacting the lower pilot tunnel foundation, measuring and lofting, determining the position of the steel flower pipe pile and marking;
drilling a base hole at the mark position, and cleaning the base hole;
driving the steel flower pipe pile into the base hole;
and grouting the steel flower pipe pile until the arrangement of the reinforced pile foundation is finished.
Preferably, the step of driving the steel flower pipe pile into the base hole comprises:
measuring the inclination of the base hole by adopting an inclinometer;
acquiring geological information of a drilling position according to the drilling speed, rock-soil coring and driller pressure, and drawing a geological profile according to the geological information;
judging whether the drilling position of the steel perforated pipe is reasonable or not according to the geological profile;
if yes, continuing drilling construction;
and if not, re-determining the drilling position of the steel perforated pipe.
Preferably, the grouting for the steel flower pipe pile is performed until the step of arranging the reinforced pile foundation is completed, and the method further includes:
the measurement results are collected in real time through the measurement points, and the measurement points send the collected measurement results to the information processing module;
the information processing module analyzes and processes the measurement result and generates a comprehensive evaluation report;
judging whether the tunnel construction is in a safe state according to the comprehensive evaluation report;
if the tunnel is in a safe state, the step of dismantling the temporary inverted arch and carrying out secondary lining layer construction of the tunnel main tunnel is carried out;
and if the tunnel is not in a safe state, changing the construction scheme of the secondary lining layer of the main tunnel and the construction scheme of the next section of tunnel excavation circulation according to the comprehensive evaluation report.
Preferably, after the step of excavating the central lower step to form the lower pilot tunnel to form a complete tunnel main tunnel, and completing construction of a lining layer of the tunnel main tunnel, and performing measurement point arrangement construction in the tunnel main tunnel, the method further includes:
measuring surrounding rock soil by adopting a geological compass, and sampling tunnel surrounding rock soil to prepare a rock soil sample;
testing the rock-soil sample, observing the lithology of the rock-soil sample and the occurrence of the tunnel structural surface, and generating a surrounding rock-soil test report;
and drawing a geological element map according to the surrounding rock soil test report, and sending the geological element map to the information processing module so as to master the tunnel surrounding rock soil property and the state of the primary lining layer.
Preferably, the temporary inverted arch is dismantled, and the construction of the whole secondary lining layer of the tunnel main tunnel is carried out; returning to the step of arranging the advanced support structure around the top arch of the section of the tunnel before the tunnel is excavated until the tunnel construction is completed, and the step comprises the following steps:
chiseling out the temporary inverted arch section;
paving a concrete cushion layer, a fine aggregate concrete waterproof layer and a waterproof roll at the bottom of the tunnel;
performing side wall and inverted arch construction at the bottom of the tunnel to finish secondary lining layer construction of a tunnel bottom plate;
paving a transportation track on the secondary lining of the tunnel bottom plate along the tunnel;
and preparing a secondary lining trolley along the transportation track, and carrying out integral secondary lining layer construction on the tunnel so as to close the secondary lining layer of the tunnel bottom plate and the secondary lining layer of the tunnel main body into a ring.
The invention relates to a construction method of a tunnel in an underground excavation deep backfill soil area, which comprises the steps of firstly arranging an ultra-front support layer, forming early effective support for tunnel excavation construction, ensuring the safety of tunnel construction, carrying out measurement lofting on an excavation section of the tunnel, drawing an excavation contour line, excavating an upper pilot tunnel along the excavation contour line to form an arc-shaped hole and a central upper step, then carrying out primary lining layer construction of the upper pilot tunnel along the arc-shaped hole to stably support the surrounding rock soil of the tunnel, excavating the central upper step, carrying out temporary inverted arch construction at the bottom of the upper pilot tunnel to separate the upper pilot tunnel, then excavating along two sides of a lower pilot tunnel of the tunnel section to form a lower side hole and a central lower step, carrying out primary lining layer construction of the lower pilot tunnel along the lower side hole to stably support the surrounding rock soil of the tunnel, excavating the central lower step, and simultaneously arranging a measurement point to monitor and measure the tunnel, grasp tunnel dynamic change, effectively avoid the incident to take place, demolish at last interim invert, and carry out the construction of the secondary lining layer of main part in the positive hole in tunnel to make the whole secondary lining layer in the positive hole in tunnel closed ring, through the substep excavation tunnel, set up central top bench and central top bench, increased tunnel excavation working face, the front and back interference is less, be favorable to mechanized construction operation, the construction progress is very fast, construction period has been shortened, excavation area is less and can in time strut the construction simultaneously every time, be favorable to the face to be stable, guarantee the security of tunnel excavation construction. The construction method for removing the tunnel from the underground excavation deep backfill soil ensures the tunnel construction progress and the tunnel construction safety strictly according to the principles of pipe advancing, short excavation, strong supporting, early sealing and duty measurement.
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, 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 the structures shown in the drawings without creative efforts.
FIG. 1 is a schematic flow chart of a tunnel construction method for an underground excavated deep backfill soil region according to a first embodiment of the present invention;
FIG. 2 is a schematic flow chart of a tunnel construction method for an underground excavated deep backfill soil region according to a second embodiment of the present invention;
FIG. 3 is a schematic view of a detailed flow of step S110 of the construction method of the tunnel in the underground excavation deep backfill soil region;
FIG. 4 is a schematic view of a detailed flow of step S120 of the construction method of the tunnel in the underground excavation deep backfill soil region;
FIG. 5 is a schematic flow chart illustrating a third embodiment of the construction method of a tunnel in an underground excavated deep backfill soil region according to the invention;
FIG. 6 is a schematic flow chart illustrating a fourth embodiment of the construction method of the tunnel in the underground excavated deep backfill soil region according to the present invention;
FIG. 7 is a schematic view of a detailed flow of step S600 of the construction method of a tunnel in an underground excavation deep backfill soil region;
FIG. 8 is a schematic cross-sectional view of a tunnel before construction according to an embodiment of the present invention;
FIG. 9 is a schematic cross-sectional view illustrating excavation of a pilot tunnel and construction of a lining layer on a tunnel according to an embodiment of the present invention;
FIG. 10 is a schematic cross-sectional view illustrating excavation of a tunnel lower pilot tunnel and construction of a primary lining layer according to an embodiment of the present invention;
FIG. 11 is a schematic cross-sectional view illustrating a secondary lining layer construction of a tunnel floor according to an embodiment of the present invention;
FIG. 12 is a schematic cross-sectional view illustrating a construction of an integral secondary lining layer of a main tunnel according to an embodiment of the present invention;
fig. 13 is a schematic side cross-sectional view illustrating tunnel main tunnel construction according to an embodiment of the present invention.
The reference numbers illustrate:
| reference numerals | Name (R) | Reference numerals | Name (R) |
| 1 | |
41 | |
| 11 | Center |
5 | |
| 2 | |
10 | One-off lining layer |
| 3 | The first |
20 | |
| 31 | |
30 | Temporary inverted arch |
| 4 | Second supporting layer |
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that, if directional indications (such as up, down, left, right, front, and back … …) are involved in the embodiment of the present invention, the directional indications are only used to explain the relative positional relationship between the components, the movement situation, and the like in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indications are changed accordingly.
In addition, if there is a description of "first", "second", etc. in an embodiment of the present invention, the description of "first", "second", etc. is for descriptive purposes only and is not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.
The description of the orientations of "up", "down", etc. in the present invention is based on the orientation shown in fig. 6, and is merely used to explain the relative positional relationship between the components in the posture shown in fig. 6, and if the specific posture is changed, the directional indication is changed accordingly.
The invention provides a construction method of a tunnel in an underground excavation deep backfill soil area.
Referring to fig. 1, a schematic flow chart of a first embodiment of the construction method of the tunnel in the underground excavation deep backfill soil area of the invention is shown, and the method comprises the following steps:
step S100, before tunnel excavation, arranging a forepoling structure around a top arch of a tunnel section;
the extra-front protective layer can effectively stabilize the rock stratum, the strength of the surrounding rock soil is increased, the safety of tunnel main tunnel construction is guaranteed, safety risks are prevented from occurring in the tunnel main tunnel excavation process, the advance support is the most important step of the underground excavation deep backfill soil area construction, a favorable foundation is provided for the follow-up tunnel main tunnel excavation construction, and the safety of the follow-up tunnel excavation construction is guaranteed.
Step S200, arc-shaped excavation is carried out along the top arch of the pilot tunnel 1 on the section of the tunnel to form an arc-shaped tunnel and a central upper step 11, and one lining layer 10 construction of the upper pilot tunnel 1 is carried out along the arc-shaped tunnel to stably support the tunnel wall rock soil;
firstly, measurement lofting is carried out, an excavation contour line is drawn, and a small excavator is adopted to cooperate with manual top finding and side repairing to excavate the upper step 1111 arc shape of the center; strictly performing construction measurement control on a tunnel section, ensuring that the excavation size meets the design requirement, ensuring that the excavation contour line is smooth, allowing proper over excavation but strictly prohibiting under excavation when excavating along the contour line, adopting short-distance excavation for ensuring the tunnel construction safety, and circularly advancing by 0.5m each time to ensure the construction safety; surrounding the arc-shaped hole, constructing primary support around the upper step 1111 of the center, primarily spraying concrete with the thickness of 30mm, installing a reinforcing mesh, erecting a primary support steel frame, driving a foot-locking anchor pipe, drilling a hole, installing a grouting anchor pipe, and then spraying concrete again to the designed thickness.
Step S300, excavating the central upper step 11, and constructing a temporary inverted arch 30 at the bottom of the upper pilot tunnel 1 so as to separate the upper pilot tunnel 1;
the core of the upper step 11 in the center is excavated by mechanical crushing, the temporary inverted arch 30 construction is carried out according to the geological condition and deformation monitoring, the upper pilot tunnel 1 is separated, and the condition that the collapse of the upper pilot tunnel 1 affects the construction of the lower pilot tunnel 2 is avoided.
Step S400, excavating along two sides of the lower pilot tunnel 2 of the tunnel section to form a lower side tunnel and a central lower step, and performing one-time lining layer 10 construction of the lower pilot tunnel 2 along the lower side tunnel to stably support tunnel surrounding rock soil;
excavating two sides of the lower pilot tunnel 2 respectively, and firstly excavating the left side of a central lower step; after the excavation construction of the left side of the central lower step is completed, the stability of the left lower side hole is judged according to the geological observation and record of the excavation working face, and if the stability is good, the right side of the central lower step is excavated again to form the lower side hole and the central lower step, so that the tunnel excavation construction safety is ensured. The construction of the primary lining layer 10 of the lower side hole is also carried out in sequence from two sides, firstly, primary support on the left side of the central lower step is carried out, namely, concrete with the thickness of 30mm is initially sprayed on the side wall part of the excavated main hole, a reinforcing mesh is arranged, steel frames of the peripheral wall of the long hole are lengthened, and the concrete is sprayed again to the designed thickness after a system anchor rod is arranged in a drilled hole; and then performing primary support on the right side of the lower step of the center, namely, primarily spraying 30 mm-thick concrete on the side wall part of the excavated main tunnel, installing a reinforcing mesh, connecting steel frames of the peripheral wall of the long tunnel, drilling holes, arranging system anchor rods, and then spraying the concrete to the designed thickness, so that the tunnel structure is basically stable through the primary support construction of the lower pilot tunnel 2, and the safety of subsequent construction in the main tunnel is ensured.
Step S500, excavating the central lower step to form the lower pilot tunnel 2 so as to form a complete tunnel main tunnel, completing the construction of a primary lining layer 10 of the tunnel main tunnel, and simultaneously performing measurement point arrangement construction in the tunnel main tunnel;
adopt the broken excavation center of machinery lower step core soil and tunnel bottom plate excavation, accomplish tunnel main tunnel's whole lining layer 10 construction once for tunnel main tunnel's lining layer 10 closed ring, the preset position in tunnel main tunnel arranges the measuring point simultaneously, with rock stratum change control measurement in the tunnel work progress, grasp tunnel dynamic change, and carry out dynamic adjustment according to dynamic change, after the testing result is stable and possesses the construction condition, follow tunnel secondary lining layer 20 construction.
Step S600, dismantling the temporary inverted arch 30, and constructing the whole secondary lining layer 20 of the tunnel main tunnel; and returning to the step S100 until the tunnel construction is completed.
After the tunnel structure is basically stable, the construction of the secondary lining layer 20 of the tunnel is completed, so that the tunnel structure is completely stable, and meanwhile, the tunnel is monitored and measured subsequently through the measuring point, and the tunnel safety is ensured.
It should be noted that, after step S300, the geological conditioning is poor, after the excavation of the left side of the lower pilot tunnel 2 is completed, and there is a risk of collapse in the tunnel, the primary lining layer 10 construction on the left side of the lower pilot tunnel 2 is directly performed first, so as to form primary support on the left side of the lower pilot tunnel 2 first, thereby ensuring the safety of tunnel construction, then the excavation construction on the right side of the lower pilot tunnel 2 is performed, and then the primary lining layer 10 construction on the right side of the lower pilot tunnel 2 is performed. Then, step S500 is performed.
As shown in fig. 8 to 13, the construction method of the tunnel in the underground excavation deep backfill soil region according to the embodiment includes the steps of firstly providing an ultra-front support layer to form an early effective support for tunnel excavation construction, ensuring tunnel construction safety, performing measurement lofting on an excavation section of the tunnel, drawing an excavation contour line, forming an arc-shaped hole and a central upper step 11 by excavating an upper pilot tunnel 1 along the excavation contour line, performing one lining layer 10 construction of the upper pilot tunnel 1 along the arc-shaped hole to stably support tunnel wall rock soil, excavating the central upper step 11, performing temporary inverted arch 30 construction at the bottom of the upper pilot tunnel 1 to separate the upper pilot tunnel 1, then excavating along two sides of a lower pilot tunnel 2 along the tunnel section to form a lower side hole and a central lower step, performing one lining layer 10 construction of the lower pilot tunnel 2 along the lower side hole to stably support the tunnel wall rock soil, will center lower step excavation is provided with the measurement point simultaneously and monitors the tunnel and measure, masters tunnel dynamic change, effectively avoids the incident to take place, demolishs at last interim invert 30, and carry out the construction of the secondary lining layer 20 of the positive hole main part in tunnel to make the whole secondary lining layer 20 closed ring in positive hole in tunnel, through the substep excavation tunnel, set up center upper ledge 11 and center upper ledge 11, increased tunnel excavation working face, the front and back interference is less, is favorable to mechanized construction operation, and the construction progress is faster, has shortened construction period, and the excavation area is less and can in time be strutted the construction each time simultaneously, is favorable to the face stability, guarantees the security of tunnel excavation construction. The construction method for removing the tunnel from the underground excavation deep backfill soil ensures the tunnel construction progress and the tunnel construction safety strictly according to the principles of pipe advancing, short excavation, strong supporting, early sealing and duty measurement.
Further, referring to fig. 2, which is a flowchart illustrating a second embodiment of the present invention, based on the first embodiment, step S100 includes:
step S110, before tunnel excavation, inserting a plurality of steel pipes 41 at intervals around a top arch above the top arch of a tunnel excavation section to form a first supporting layer 4;
step S120, inserting a plurality of small conduits 31 around the crown at intervals between the first supporting layer and the crown to form a second supporting layer 3.
The step S600 includes:
step S601, dismantling the temporary inverted arch 30, and constructing the whole secondary lining layer 20 of the tunnel main tunnel; and returning to the step S110 until the tunnel construction is completed.
As shown in fig. 8 to 13, a construction steel frame is erected at the tunnel excavation section, the small guide pipe 31 is jacked in by machinery or hammering, the jacking length is not more than 90% of the length of the small guide pipe 31, the small guide pipe is exposed for 30cm and supported on the steel frame, and a pre-supporting system is formed by the small guide pipe and the steel frame to form a first supporting layer 3, so that a certain stabilizing effect is achieved on tunnel wall rock and soil, and the tunnel collapse in the tunnel excavation process is prevented. Constructing the steel pipe 41 according to the designed position, paying attention to the fact that an inclinometer is used for measuring the deviation degree of the drilled hole, strictly controlling the drilling direction of the steel pipe 41, making a geological record of each hole of the steel pipe 41, enabling the type, quality, specification, machining and the like of the steel pipe 41 to meet the design and specification requirements, and enabling the length of the steel pipe 41 inserted into the hole to be not shorter than 95% of the designed length; the length of the steel pipe 41 is not less than the design value, the circumferential distance of the steel pipe 41 is 40cm, the steel pipe surrounds the first supporting layer 3, the second supporting layer 4 is formed, the stability of the surrounding rock soil is further improved, and the safety of tunnel excavation construction is guaranteed. According to the tunnel advance support construction method, the plurality of small guide pipes 31 are inserted around the top arch at intervals above the top arch of the tunnel excavation section to form the first supporting layer 3, the plurality of steel pipes 41 are inserted around the first supporting layer 3 at intervals to form the second supporting layer 4, and the stability of the tunnel surrounding rock-soil rock stratum is guaranteed through two layers of advance supports, so that the engineering geological condition is improved, tunnel collapse accidents in the tunnel excavation construction process are avoided, and the safety and the stability of tunnel excavation construction are guaranteed.
Referring to fig. 4, a detailed flowchart of step S110 according to the second embodiment of the present invention is shown, based on the second embodiment, step S110 includes:
step S111, measuring lofting, determining the drilling position of the steel pipe 41, and simultaneously controlling a drilling machine to be in place;
step S112, installing a drill bit at one end of the steel pipe 41, inserting the steel pipe 41 into the rock-soil along an upward direction of 10-20 degrees so as to enable the steel pipe 41 and the small guide pipe 31 to be relatively crossed to stabilize the rock-soil, and connecting the other end of the steel pipe 41 with a drilling machine;
step S113, starting a drilling machine to carry out drilling construction, unloading the drilling machine and moving the drilling machine to the next steel pipe 41 to continue the drilling construction after the steel pipe 41 is drilled in place until the construction of the second supporting layer 4 is completed;
and step S114, grouting through the steel pipe 41 to stabilize the surrounding rock soil.
As shown in fig. 8 to 13, the position of the paid-out steel pipe 41 is measured while guiding the drill in place; drilling by adopting a CM368 type drilling machine according to the length and the diameter of the self-propelled steel pipes 41, and installing the drilling machine according to the central line and the elevation of each steel pipe 41 and the angle of each steel pipe 41; in order to control the direction, gradient and precision of the steel pipe 41, before drilling, a measurer performs lofting on the position of the steel pipe 41, after lofting is completed, the angle of the drilling machine is adjusted, the steel pipe 41 starts to drill upwards along 10-20 degrees, the steel pipe 41 and the small guide pipe 31 form relative intersection, the intersection structure of the steel pipe 41 and the small guide pipe 31 further improves the rock stratum stability of surrounding rock soil, after the steel pipe 41 drills in place, the drilling machine is reversed, the steel pipe 41 is detached from the connecting sleeve of the drilling machine, and the drilling machine is removed; continuing drilling and installing the lower steel pipe 41; after finishing the steel pipe 41, connecting the steel pipe 41 with grouting equipment to start grouting, rotating the tail part of the steel pipe 41 to form a grouting joint, connecting a grouting pipeline and a grouting pump, configuring grout to start grouting, wherein the water cement ratio of the grout is 1: and 1, grouting pressure is 0.5-1.0MPa, and the tunnel surrounding rock stratum is reinforced, so that the tunnel construction safety is further ensured.
Further, based on the above embodiment, step S113 includes:
step S1131, after the steel pipe 41 is drilled in place, a connecting sleeve is installed at one end, away from the drill bit, of the steel pipe 41;
step S1132, connecting one additional secondary steel pipe 41 to the end of the connecting sleeve far away from the steel pipe 41, connecting the end of the secondary steel pipe 41 far away from the connecting sleeve to the drilling machine, and drilling the secondary steel pipe 41 in place.
When the length of the steel pipe 41 is not enough, after the first section of the steel pipe 41 is in place, the steel pipe 41 special-purpose connecting sleeve is used for connecting the second section of the auxiliary steel pipe 41, the auxiliary steel pipes 41 are sequentially connected in a circulating mode, drilling is continuously completed, the length of the steel pipe 41 meets requirements, internal threads are arranged inside the connecting sleeve, external threads are arranged outside the steel pipe 41, and the connecting sleeve is in threaded connection with the steel pipe 41, so that connection stability is guaranteed.
Referring to fig. 3, a detailed flowchart of step S120 according to the second embodiment of the present invention is shown, based on the second embodiment, step S120 includes:
step S121, measuring and lofting, and determining the hole position of the small guide pipe 31;
step S122, drilling holes at the hole positions of the small guide pipes 31 by a drilling machine, and cleaning the drilled holes;
and S123, inserting the small guide pipe 31 into the drill hole along an upward direction of 25-45 degrees, and performing grouting construction through the small guide pipe 31 to stabilize the surrounding rock soil.
As shown in fig. 8 to 13, the small guide pipe 31 is installed by a drilling method. And measuring and lofting, and marking on the designed hole site. Drilling and opening by using a drilling machine, cleaning holes by using high-pressure air, then inserting the upper edge of the small guide pipe 31 into the drilled holes at an angle of 25-45 degrees, and grouting by using common silicate single-liquid slurry with a water-cement ratio of 1: 1, grouting pressure is 0.5-1.0Mpa, grouting final pressure can be properly increased, and surrounding rock soil and rock layers are agglomerated through grouting, so that stability of surrounding rock soil is further improved, and safety of tunnel excavation construction is guaranteed.
Referring to fig. 5, a flowchart of a third embodiment of the present invention is shown, based on the first embodiment, after step S500, including:
step S510, leveling and compacting the foundation of the lower pilot tunnel 2, measuring and lofting, determining the position of the steel perforated pipe 5 pile and marking;
step S520, drilling a hole at the mark to form a base hole, and cleaning the base hole;
step S530, driving the steel perforated pipe 5 piles into the foundation holes;
and S540, grouting the 5 steel flower tubes until the arrangement of the reinforced pile foundation is completed.
As shown in fig. 8 to 13, a grouting material, a steel flower tube 5, and grouting equipment are prepared before construction. The measuring group accurately discharges the central position of the steel perforated pipe 5 pile according to the position of the steel perforated pipe 5 pile in a design drawing, the pay-off error is within the construction specification and the required allowable error range, the pay-off position is marked by a wooden pile or a steel bar pile, and a drilling operation field needs to be flat and compact to prevent the pile position from inclining caused by uneven settlement in the drilling process; the drilling machine is vertical to the marked hole position, and the position of the drilling machine must be accurately verified; repeatedly adjusting by using a method combining a hanging wire and drill rod guiding to ensure that the axis of the drill rod of the drilling machine is matched with the axis of the orifice pipe; and (4) removing the floating slag to the bottom of the hole, ensuring that the aperture and the hole depth meet the requirements, and preventing the hole from being blocked. Cleaning drilling slag from the bottom of the hole to the orifice by using high-pressure gas; after the steel perforated pipe 5 is installed, the orifice is tightly plugged, and the grouting nozzle is screwed on the pipe orifice. During grouting, the grouting pipe is connected to the grouting nozzle, the gate valve is opened, low-pressure grouting is carried out, and steel perforated pipe 5 full-hole press-in type grouting is adopted. When the steel perforated pipe 5 and the slurry in the pore channel are filled, the pressure is properly increased, so that the slurry in the pore is diffused to a stratum outside the pore wall within a certain range. And (3) grouting final pressure is 1.0-2.0MPa, after the designed grouting amount is reached or when the designed final pressure is reached, the grouting speed is less than 5L/min, the grouting is stopped for 2min, the grouting final pressure is maintained, the grouting can be finished, then the gate valve is closed, and the grouting pipe is removed to continue the next hole grouting. And after the slurry in the hole is solidified, removing the grouting nozzle for pouring. The grouting material adopts M30 cement mortar, the water cement ratio of the cement mortar is 1: and 1, after grouting, sealing the grouting hole by using a grout stopping plug to prevent grout from flowing out. The slip casting diffusion radius is considered as 0.6 m. And (5) checking the grouting quality after grouting is finished, and making up holes for reinjection when the grouting quality does not meet the design requirement. The tunnel foundation base is stabilized, the geological condition of tunnel engineering is improved, the geological condition is suitable for tunnel excavation construction, and the tunnel foundation stabilization and the foundation settlement avoidance are facilitated.
Further, based on the above embodiment, step S530 includes:
step S531, measuring the inclination of the base hole by using an inclinometer;
step S532, obtaining geological information of the drilling position according to the drilling speed, rock and soil coring and driller pressure, and drawing a geological profile according to the geological information;
step S533, judging whether the drilling position of the steel perforated pipe 5 is reasonable according to the geological profile;
step S534, if yes, continuing drilling construction;
and step S535, if not, re-determining the drilling position of the steel perforated pipe 5.
The position of the steel perforated pipe 5 is measured by a common inclinometer in the drilling process, the pore-forming quality is judged in time according to the drilling phenomenon of a drilling machine, and accidents occurring in the drilling process are processed in time; ensuring that the power device, the centralizer and the alloy drill bit drill according to concentric circles in the drilling process; and carefully making an original record of the drilling process, and timely carrying out geological judgment and description on the drill cuttings. The geological forecast of the excavated cavity is used as the basis for guiding the excavation of the cavity; the rock quality is better, and the hole can be formed at one time; if a hole collapse and drill sticking occur during drilling, grouting needs to be supplemented and then drilling is performed. When the drilling machine starts drilling, the drilling machine can be used for realizing low speed and low pressure, and the drilling speed and the air pressure can be gradually adjusted according to the geological condition after the hole is formed for 1.0 m; if abnormal conditions such as obstacles occur, timely measures are taken to eliminate the abnormal conditions, and if the abnormal conditions cannot be eliminated, the drilling position of the hole position is determined again. The engineering quality of the tunnel reinforcing pile foundation is guaranteed, and therefore the overall strength and the safety of the tunnel are guaranteed.
Referring to fig. 6, a flowchart of a fourth embodiment of the present invention is shown, based on the third embodiment, after step S540, further including:
step S550, collecting the measurement results in real time through the measurement points, and sending the collected measurement results to the information processing module by the measurement points;
step S560, the information processing module analyzes and processes the measurement result and generates a comprehensive evaluation report;
step S570, judging whether the tunnel construction is in a safe state according to the comprehensive evaluation report;
step S580, if the tunnel is in a safe state, the step of dismantling the temporary inverted arch 30 and constructing the tunnel main tunnel secondary lining layer 20 is performed;
and step S590, if the tunnel is not in a safe state, changing the construction scheme of the tunnel main tunnel secondary lining layer 20 and the construction scheme of the next section of tunnel excavation circulation according to the comprehensive evaluation report.
Corresponding measurement data are collected in time through a measuring point and sent to an information processing module, the information processing module analyzes and processes the measurement data, analysis feedback is carried out, mechanical states of excavation and supporting sections are evaluated, a complete comprehensive evaluation report is formed, specific data of each excavation construction section are displayed in the comprehensive evaluation report, constructors visually judge specific situations of each excavation construction section through the comprehensive evaluation report, appropriate protective measures are taken for general dangerous case sections, potential safety hazards are eliminated, construction schemes and actual construction measures are readjusted for dangerous case sections which cannot completely avoid safety risks, the potential safety hazards can be completely avoided in a tunnel excavation construction process, safety protection reworking is not needed in the later stage of tunnel construction, workload is saved, and safety of tunnel excavation construction is improved.
The measuring points comprise first settlement observation points, second settlement observation points, third settlement observation points and the like, a first settlement observation point group is arranged at intervals of 5-50 m along the extending direction of the tunnel main tunnel, each first settlement observation point group is arranged on the ground surface right above the tunnel main tunnel, and each first settlement observation point group comprises a plurality of first settlement observation points arranged at intervals along the cross section of the tunnel and is used for measuring the ground surface settlement right above the tunnel; setting a second settlement observation point at intervals of 10-50 m along the extending direction of the tunnel main tunnel to measure the settlement of the tunnel crown; each second settlement observation point is arranged at the center line of a top arch of the section of the tunnel; setting a third settlement observation point at intervals of 10-50 m along the extending direction of the tunnel main hole for measuring the uplift amount of the tunnel base; each third settlement observation point is arranged at the center line of the base of the tunnel section;
measuring the first settlement observation point, the second settlement observation point and the third settlement observation point once by the total station at a preset time interval to respectively obtain a first settlement amount of the first settlement observation point, a second settlement amount of the second settlement observation point and a third settlement amount of the third settlement observation point
The field measurement data should draw a displacement-time curve in time, and the construction process and the distance between the excavation working surface and the measurement section should be noted under the time coordinate axis of the curve; calculating a safety factor through a displacement time curve, when the displacement-time curve tends to be flat and gentle, the safety factor is higher at the moment, indicating that the tunnel is in a safe state, performing data processing or analysis on the displacement-time curve to calculate the final displacement and displacement change rule, ensuring that the tunnel construction is finally in the safe state, when an abnormal sudden phenomenon appears on the displacement time curve, the safety factor is lower at the moment, indicating that a surrounding rock-supporting system at the moment is in an unstable state, stopping excavation, reinforcing the supporting or changing scheme, redesigning to form a second design scheme, and adopting the second design scheme for construction to ensure the construction safety.
Further, based on the above embodiment, after step S500, the method further includes:
step S501, a geological compass is adopted to measure surrounding rock soil, and tunnel surrounding rock soil is sampled to prepare a rock soil sample;
step S502, testing the rock-soil sample, observing the lithology of the rock-soil sample and the occurrence of the tunnel structural surface, and generating a surrounding rock-soil test report;
and S503, drawing a geological element map according to the surrounding rock soil test report, and sending the geological element map to the information processing module so as to master the tunnel surrounding rock soil property and the state of the primary lining layer 10.
After each blasting and initial period of the tunnel, adopting a geological compass intuition or sampling test to observe lithology, structural plane occurrence and the like in time; the classification of the surrounding rocks is checked, and a geological plain surface map is drawn, so that the properties of the surrounding rocks and the stability of primary support of the tunnel can be mastered in time, visual necessary information is provided for safe construction, and the construction safety is ensured; and then sending the geological element map to an information processing module, analyzing and processing the geological element map by the information processing module, and importing the geological element map into a comprehensive evaluation report.
Referring to fig. 7, based on the first embodiment, a detailed flowchart of step S600 of the present invention is provided, and step S600 includes:
step S610, chiseling out the temporary inverted arch 30 in segments;
step S620, paving a concrete cushion layer, a fine aggregate concrete waterproof layer and a waterproof roll at the bottom of the tunnel;
step S630, side wall and inverted arch construction is carried out at the bottom of the tunnel to complete the construction of the secondary lining layer 20 of the tunnel bottom plate;
step S640, paving a transportation track on the secondary lining of the tunnel bottom plate along the tunnel;
step S650, preparing a secondary lining trolley along the transportation track, and constructing an integral secondary lining layer 20 for the tunnel so as to close the secondary lining layer 20 of the tunnel bottom plate and the secondary lining layer 20 of the main body of the tunnel main body into a ring.
After the arrangement of the reinforced pile base of the tunnel base steel floral tube 5 is completed, a concrete cushion layer, a fine aggregate concrete waterproof layer and a waterproof coiled material are sequentially paved at the bottom of the tunnel to complete the waterproof layer construction of the tunnel base, and then a secondary lining layer 20 construction is carried out on the waterproof layer of the tunnel base to complete the stabilization of the tunnel base, ensure the safety of the subsequent tunnel construction and provide convenience for the subsequent construction; after the secondary lining layer 20 at the tunnel bottom plate is firm, progressively chiseling away interim invert 30 segmentation, avoid interim invert 30 to collapse and cause the incident, then lay the transportation track on the tunnel bottom plate, the transportation track is used for transporting the required goods and materials of construction, convenient follow-up tunnel construction, the transportation track can also transport secondary lining platform truck simultaneously, carry out secondary lining layer 20 construction to the tunnel main part, so that the whole secondary lining layer 20 in tunnel is closed, accomplish tunnel construction.
The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications and equivalents of the present invention, which are made by the contents of the present specification and the accompanying drawings, or directly/indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (10)
1. A construction method of a tunnel in an underground excavation deep backfill soil area is characterized by comprising the following steps:
before tunnel excavation, arranging a forepoling structure around a top arch of a tunnel section;
arc-shaped excavation is carried out along the top arch of the pilot tunnel on the section of the tunnel to form an arc-shaped hole and a central upper step, and one lining layer construction of the upper pilot tunnel is carried out along the arc-shaped hole to stably support the tunnel rock-soil;
excavating the central upper step, and performing temporary inverted arch construction at the bottom of the upper pilot tunnel to separate the upper pilot tunnel;
excavating along two sides of the lower pilot tunnel of the section of the tunnel to form a lower side tunnel and a central lower step, and performing one lining layer construction of the lower pilot tunnel along the lower side tunnel so as to stably support the tunnel rock-soil;
excavating the central lower step to form the lower pilot tunnel so as to form a complete tunnel main tunnel, completing the construction of a lining layer of the tunnel main tunnel, and simultaneously performing measurement point arrangement construction in the tunnel main tunnel;
dismantling the temporary inverted arch, and carrying out integral secondary lining layer construction on the tunnel main tunnel; and returning to the step of arranging the advanced support structure around the top arch of the section of the tunnel before the tunnel is excavated until the tunnel construction is finished.
2. The method of tunneling a tunnel in an underground excavated deep backfill soil region according to claim 1, wherein the step of providing a forepoling structure around a crown of the tunnel section before tunneling comprises:
before tunnel excavation, inserting a plurality of steel pipes at intervals around a top arch above the top arch of a tunnel excavation section to form a first supporting layer;
inserting a plurality of small guide pipes around the crown arch at intervals between the first supporting layer and the crown arch to form a second supporting layer;
the temporary inverted arch is dismantled, and the construction of the whole secondary lining layer of the tunnel main tunnel is carried out; returning to before the tunnel excavation, encircle above the top arch of the tunnel excavation section a plurality of steel pipes are inserted at the top arch interval, and the step of forming a first protective layer includes:
dismantling the temporary inverted arch, and carrying out integral secondary lining layer construction on the tunnel main tunnel; and returning to the step of inserting a plurality of steel pipes above a top arch of the tunnel excavation section at intervals around the top arch before tunnel excavation to form a first supporting layer until the tunnel construction is completed.
3. The method for constructing a tunnel in an underground excavated deep backfill soil region according to claim 2, wherein the step of inserting a plurality of steel pipes above a crown of the excavated section of the tunnel at intervals around the crown to form a first supporting layer comprises:
measuring lofting, determining the position of a steel pipe drilling hole, and simultaneously controlling a drilling machine to be in place;
installing a drill bit at one end of the steel pipe, inserting the steel pipe into the rock-soil along an upward angle of 10-20 degrees so as to enable the steel pipe and the small guide pipe to be relatively crossed to stabilize the rock-soil, and connecting the other end of the steel pipe with a drilling machine;
starting a drilling machine to carry out drilling construction, unloading the drilling machine after the steel pipe is drilled in place, moving the drilling machine to the next steel pipe to continue drilling construction until the first protective layer construction is completed;
and (4) grouting through a steel pipe to stabilize the surrounding rock soil.
4. The method for constructing a tunnel in an underground excavation deep backfill soil region according to claim 3, wherein the step of starting the drilling machine to perform drilling construction, unloading the drilling machine after the steel pipe is drilled in place, moving the drilling machine to the next steel pipe to continue the drilling construction until the first protective layer construction is completed comprises the following steps:
after the steel pipe is drilled in place, a connecting sleeve is arranged at one end, far away from the drill bit, of the steel pipe;
and continuously connecting one end of the connecting sleeve, which is far away from the steel pipe, with an auxiliary steel pipe, connecting one end of the auxiliary steel pipe, which is far away from the connecting sleeve, with the drilling machine, and drilling the auxiliary steel pipe in place.
5. The method of tunneling in an underground excavated deep backfill soil region according to claim 2, wherein the step of inserting a plurality of small pipes around the crown at intervals between the first supporting layer and the crown to form a second supporting layer comprises:
measuring and lofting to determine the hole site of the small catheter;
drilling holes at the hole positions of the small guide pipes through a drilling machine, and cleaning the drilled holes;
and inserting the small guide pipe into the drill hole along the upward direction of 25-45 degrees, and performing grouting construction through the small guide pipe to stabilize the surrounding rock soil.
6. The method for constructing a tunnel in an underground excavation deep backfill soil zone according to claim 1, wherein the step of excavating the central lower step to form the lower pilot tunnel so as to form a complete tunnel main tunnel, and completing construction of a primary lining layer of the tunnel main tunnel, and simultaneously performing measurement point arrangement construction in the tunnel main tunnel comprises the following steps:
leveling and compacting the lower pilot tunnel foundation, measuring and lofting, determining the position of the steel flower pipe pile and marking;
drilling a base hole at the mark position, and cleaning the base hole;
driving the steel flower pipe pile into the base hole;
and grouting the steel flower pipe pile until the arrangement of the reinforced pile foundation is finished.
7. The construction method of the tunnel in the underground excavated deep backfill soil zone according to the claim 6, wherein the step of driving the steel flower pipe pile into the base hole comprises the following steps:
measuring the inclination of the base hole by adopting an inclinometer;
acquiring geological information of a drilling position according to the drilling speed, rock-soil coring and driller pressure, and drawing a geological profile according to the geological information;
judging whether the drilling position of the steel perforated pipe is reasonable or not according to the geological profile;
if yes, continuing drilling construction;
and if not, re-determining the drilling position of the steel perforated pipe.
8. The method for constructing a tunnel in an underground excavated deep backfill soil region according to claim 6, wherein the step of grouting the steel flower pipe piles is performed until the step of arranging the reinforcement pile foundations is completed, and further comprising:
the measurement results are collected in real time through the measurement points, and the measurement points send the collected measurement results to the information processing module;
the information processing module analyzes and processes the measurement result and generates a comprehensive evaluation report;
judging whether the tunnel construction is in a safe state according to the comprehensive evaluation report;
if the tunnel is in a safe state, the step of dismantling the temporary inverted arch and carrying out secondary lining layer construction of the tunnel main tunnel is carried out;
and if the tunnel is not in a safe state, changing the construction scheme of the secondary lining layer of the main tunnel and the construction scheme of the next section of tunnel excavation circulation according to the comprehensive evaluation report.
9. The method for constructing a tunnel in an underground excavated deep backfill soil zone according to claim 8, wherein the excavating the central lower step to form the lower pilot tunnel so as to form a complete tunnel main tunnel and complete the construction of a primary lining layer of the tunnel main tunnel, and the method further comprises, after the step of performing the measurement point arrangement construction in the tunnel main tunnel:
measuring surrounding rock soil by adopting a geological compass, and sampling tunnel surrounding rock soil to prepare a rock soil sample;
testing the rock-soil sample, observing the lithology of the rock-soil sample and the occurrence of the tunnel structural surface, and generating a surrounding rock-soil test report;
and drawing a geological element map according to the surrounding rock soil test report, and sending the geological element map to the information processing module so as to master the tunnel surrounding rock soil property and the state of the primary lining layer.
10. The construction method of the tunnel with the underground excavated deep backfill soil zone according to any one of the claims 1-9, wherein the dismantling of the temporary inverted arch is carried out, and the whole secondary lining layer construction of the tunnel main hole is carried out; returning to the step of arranging the advanced support structure around the top arch of the section of the tunnel before the tunnel is excavated until the tunnel construction is completed, and the step comprises the following steps:
chiseling out the temporary inverted arch section;
paving a concrete cushion layer, a fine aggregate concrete waterproof layer and a waterproof roll at the bottom of the tunnel;
performing side wall and inverted arch construction at the bottom of the tunnel to finish secondary lining layer construction of a tunnel bottom plate;
paving a transportation track on the secondary lining of the tunnel bottom plate along the tunnel;
and preparing a secondary lining trolley along the transportation track, and carrying out integral secondary lining layer construction on the tunnel so as to close the secondary lining layer of the tunnel bottom plate and the secondary lining layer of the tunnel main body into a ring.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104612698A (en) * | 2015-01-24 | 2015-05-13 | 杭州天恒投资建设管理有限公司 | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel |
| CN107152282A (en) * | 2017-06-09 | 2017-09-12 | 中国铁建大桥工程局集团有限公司 | Steel pipe pile reinforced tunnel inverted arch soft soil foundation construction engineering method |
| CN209510334U (en) * | 2018-12-04 | 2019-10-18 | 大连海事大学 | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
-
2021
- 2021-01-14 CN CN202110051532.8A patent/CN112855171B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104612698A (en) * | 2015-01-24 | 2015-05-13 | 杭州天恒投资建设管理有限公司 | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel |
| CN107152282A (en) * | 2017-06-09 | 2017-09-12 | 中国铁建大桥工程局集团有限公司 | Steel pipe pile reinforced tunnel inverted arch soft soil foundation construction engineering method |
| CN209510334U (en) * | 2018-12-04 | 2019-10-18 | 大连海事大学 | A kind of soft lower hard large cross-section tunnel bilateral hole core local method constructing structure |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116201573A (en) * | 2023-05-06 | 2023-06-02 | 中国矿业大学(北京) | Construction method for rock burst tunnel prevention and control system |
| CN116201573B (en) * | 2023-05-06 | 2023-06-27 | 中国矿业大学(北京) | Construction method for rock burst tunnel prevention and control system |
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