CN112855171B - Tunnel construction method for deep-excavation backfill area - Google Patents
Tunnel construction method for deep-excavation backfill area Download PDFInfo
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- CN112855171B CN112855171B CN202110051532.8A CN202110051532A CN112855171B CN 112855171 B CN112855171 B CN 112855171B CN 202110051532 A CN202110051532 A CN 202110051532A CN 112855171 B CN112855171 B CN 112855171B
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- 238000000034 method Methods 0.000 claims abstract description 47
- 238000005259 measurement Methods 0.000 claims abstract description 38
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- 238000005553 drilling Methods 0.000 claims description 90
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- 230000010365 information processing Effects 0.000 claims description 13
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- 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
-
- 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
-
- 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
-
- 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
-
- 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)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Architecture (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel construction method in a deep-excavation backfill area, which comprises the steps of arranging an advance support structure around a top arch of a tunnel section; the method comprises the steps of excavating along the arc shape of a top arch of an upper pilot tunnel of a tunnel section to form an arc-shaped tunnel and a central upper step, and constructing a lining layer of the upper pilot tunnel along the arc-shaped tunnel so as to firmly support surrounding rock and soil of the tunnel; excavating a central upper step, and performing temporary inverted arch construction at the bottom of an upper pilot tunnel so as to separate the upper pilot tunnel; excavating along two sides of a lower pilot tunnel of a tunnel section, constructing a primary lining layer of the lower pilot tunnel along the two sides, excavating a center lower step, completing the construction of the primary lining layer of a tunnel main tunnel, and simultaneously carrying out measurement point arrangement construction in the tunnel main tunnel; and then carrying out integral secondary lining layer construction of the tunnel positive hole. The method for constructing the underground excavation deep backfill to the tunnel strictly ensures the tunnel construction progress and the tunnel construction safety according to the principles of pipe advance, short excavation, strong support, early closure and duty measurement.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tunnel construction method for a deep-excavation backfill area.
Background
Because urban land is greatly influenced by human activity transformation, the underlying bedrock is land clastic rock of sandstone mudstone interbedded, water content is weak, surface impurities are deep filling areas with larger thickness, the deep filling areas are rich in groundwater, water permeability is high, surrounding water is supplied faster, the urban land is a weak structural surface, the urban land is loose in structure, interstitial water in the loose layer is discontinuously distributed in the artificial filling layers, most of the urban land is locally upper water stagnation, water quantity is small, dynamic amplitude is large, uniform underground water level is not available, groundwater enrichment is controlled by topography, lithology and crack development degree, and supply is carried out for atmospheric rainfall and leakage of a drainage pipeline, so that uneven settlement of a rock stratum is caused, thereby possibly causing ground cracking, building cracking, inclination and the like, and adverse influence on pile foundation pore forming, moreover, weathered rock is distributed on the surface layer of the whole ground foundation, weathered development is also present, rock mass is soft, rock mass is easily broken, original stress balance of the rock mass is easily destroyed in the process of tunnel excavation, if effective construction technical measures are not adopted, life safety and collapse of construction crack personnel are possibly caused, and equipment is directly prolonged. Therefore, an effective tunnel construction method must be adopted, and the method plays a vital role in ensuring the tunnel construction and operation safety.
Disclosure of Invention
The invention mainly aims to provide a tunnel construction method for a deep-excavation backfill soil region, and aims to solve the problems that in the prior art, a tunnel is easy to collapse in the tunnel construction process, the safety risk is high and the like.
In order to achieve the above purpose, the invention provides a tunnel construction method for a deep-excavation backfill area, which comprises the following steps:
before a tunnel is excavated, an advanced support structure is arranged around a top arch of the section of the tunnel;
the method comprises the steps of excavating along the arc shape of a top arch of an upper pilot tunnel of a tunnel section to form an arc-shaped tunnel and a central upper step, and carrying out primary lining layer construction of the upper pilot tunnel along the arc-shaped tunnel so as to stably support surrounding rock and soil of the tunnel;
excavating the center upper step, and performing temporary inverted arch construction on the bottom of the upper pilot tunnel so as to separate the upper pilot tunnel;
digging along two sides of a lower pilot tunnel of the tunnel section to form a lower side tunnel and a center lower step, and performing primary lining layer construction of the lower pilot tunnel along the lower side tunnel so as to firmly support surrounding rock soil of the tunnel;
excavating the center lower step to form the lower pilot tunnel so as to form a complete tunnel positive hole, completing the construction of a primary lining layer of the tunnel positive hole, and simultaneously carrying out measurement point arrangement construction in the tunnel positive hole;
Removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; and returning to the step of arranging an advanced support structure around the top arch of the tunnel section before tunnel excavation until the tunnel construction is completed.
Preferably, the step of disposing the advanced support structure around the top arch of the tunnel section before the tunnel is excavated includes:
before tunnel excavation, a plurality of steel pipes are inserted at intervals around a top arch above the top arch of the tunnel excavation section to form a first supporting layer;
a plurality of small guide pipes are inserted between the first support layer and the top arch at intervals around the top arch to form a second support layer;
removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; returning to the process of inserting a plurality of steel pipes around the top arch of the tunnel excavation section at intervals above the top arch before tunnel excavation, and forming a first supporting layer comprises the following steps:
removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; and returning to the step of forming a first supporting layer by inserting a plurality of steel pipes around the top arch above the top arch of the tunnel excavation section at intervals before tunnel excavation until the tunnel construction is completed.
Preferably, before the tunnel is excavated, a plurality of steel pipes are inserted around the top arch above the top arch of the tunnel excavation section at intervals, so as to form a first supporting layer, which comprises the following steps:
measuring lofting, determining the drilling position of the steel pipe, and simultaneously controlling the drilling machine to be in position;
a drill bit is arranged at one end of the steel pipe, the steel pipe is inserted into surrounding rock soil along the upward direction of 10-20 degrees, so that the steel pipe and the small guide pipe are crossed relatively to stabilize the surrounding rock soil, and the other end of the steel pipe is connected with a drilling machine;
starting a drilling machine to carry out drilling construction, removing the drilling machine to move to the next steel pipe to continue drilling construction after the steel pipe is drilled in place, and finishing the first support layer construction;
grouting through the steel pipe to stabilize surrounding rock soil.
Preferably, the step of starting the drilling machine to perform drilling construction, after drilling the steel pipe in place, removing the drilling machine to move to the next steel pipe to continue drilling construction until the first support layer construction is completed includes:
after the steel pipe is drilled in place, a connecting sleeve is arranged at one end of the steel pipe far away from the drill bit;
and (3) continuing to connect an auxiliary steel pipe at one end of the connecting sleeve, which is far away from the 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 forming a second supporting layer includes the steps of:
measuring and lofting, and determining the hole site of the small catheter;
drilling holes at the positions of the small guide pipe holes through a drilling machine, and cleaning the drilled holes;
and (3) inserting the small guide pipe into the drilled hole at an angle of 25-45 degrees upwards, and grouting through the small guide pipe to stabilize surrounding rock and soil.
Preferably, the step of excavating the center lower step to form the lower pilot tunnel so as to form a complete tunnel positive hole, and completing the construction of a primary lining layer of the tunnel positive hole, and after the step of performing measurement point arrangement construction in the tunnel positive hole, the method comprises the following steps:
leveling and compacting the foundation of the lower pilot tunnel, measuring and lofting, determining the position of the steel flower pipe pile and marking;
drilling a base hole at the mark, and cleaning the base hole;
driving the steel flower pipe pile into the base hole;
grouting the steel flower pipe pile until the arrangement of the reinforced pile foundation is completed.
Preferably, the step of driving the steel pipe pile into the base hole comprises:
measuring the inclination of the base hole by using an inclinometer;
Obtaining geological information of a drilling position according to the drilling speed, the rock-soil coring and the driller pressure, and drawing a geological section according to the geological information;
judging whether the drilling position of the steel flowtube is reasonable or not according to the geological profile;
if yes, continuing drilling construction;
if not, the drilling position of the steel pipe is determined again.
Preferably, the step of grouting the steel pile piles until the arrangement of the reinforced pile piles is completed further comprises:
collecting measurement results in real time through measurement points, and sending the collected measurement results to an information processing module by the measurement points;
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, executing the step of removing the temporary inverted arch and performing secondary lining layer construction of the tunnel positive hole;
and if the tunnel is not in a safe state, changing the construction scheme of the secondary lining layer of the tunnel positive hole and the construction scheme of the excavation cycle of the next section of tunnel according to the comprehensive evaluation report.
Preferably, the step of excavating the center lower step to form the lower pilot tunnel so as to form a complete tunnel positive hole, completing the construction of a primary lining layer of the tunnel positive hole, and after the step of performing measurement point arrangement construction in the tunnel positive hole, further comprises:
Measuring surrounding rock soil by adopting a geological compass, sampling the surrounding rock soil of the tunnel, and preparing a rock soil sample;
testing the rock and soil sample, observing lithology of the rock and soil sample and tunnel structure surface occurrence, and generating a surrounding rock and soil test report;
and drawing a geological factor graph according to the surrounding rock soil test report, and sending the geological factor graph to the information processing module so as to grasp the surrounding rock soil property of the tunnel and the state of the primary lining layer.
Preferably, the temporary inverted arch is removed, and the construction of the integral secondary lining layer of the tunnel positive hole is carried out; returning to the step of arranging an advanced support structure around the top arch of the tunnel section before tunnel excavation until the tunnel construction is completed, wherein the step of arranging the advanced support structure comprises the following steps:
chiseling the temporary inverted arch section;
paving a concrete cushion layer, a fine stone concrete waterproof layer and a waterproof coiled material 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 the bottom plate of the tunnel;
paving a transport track along a tunnel on the secondary lining of the tunnel bottom plate;
and preparing a secondary lining trolley along the transportation track, and performing integral secondary lining layer construction on the tunnel so as to enable the secondary lining layer of the tunnel bottom plate and the secondary lining layer of the tunnel main body to be closed into a ring.
The tunnel construction method of the underground excavation deep backfill soil region comprises the steps of firstly arranging an advance support layer, forming an early stage effective support for tunnel excavation construction, ensuring the safety of tunnel construction, carrying out measurement lofting on a tunnel excavation section, drawing an excavation outline, forming an arc-shaped hole and a central upper step by excavating an upper pilot tunnel along the excavation outline, then carrying out primary lining construction of the upper pilot tunnel along the arc-shaped hole so as to firmly support surrounding rock soil of the tunnel, then excavating the central upper step, carrying out temporary inverted arch construction at the bottom of the upper pilot tunnel so as to separate the upper pilot tunnel, then excavating along two sides of a lower pilot tunnel of the tunnel section, forming a lower side hole and a central lower step, carrying out primary lining construction of the lower pilot tunnel along the lower side hole, the tunnel is firmly supported by surrounding rock soil of the tunnel, the center is excavated by the lower step, the measuring points are arranged to monitor and measure the tunnel, the dynamic change of the tunnel is mastered, the occurrence of safety accidents is effectively avoided, the temporary inverted arch is removed at last, and the secondary lining layer construction of the main body of the tunnel is carried out, so that the whole secondary lining layer of the tunnel is closed into a ring, the tunnel is excavated step by step, the center upper step and the center upper step are arranged, the tunnel excavation working face is increased, the front-back interference is small, the mechanized construction operation is facilitated, the construction progress is faster, the construction period is shortened, meanwhile, the excavation area is small each time and the supporting construction can be carried out timely, the stability of the tunnel face is facilitated, and the safety of tunnel excavation construction is ensured. The method for constructing the underground excavation deep backfill to the tunnel strictly ensures the tunnel construction progress and the tunnel construction safety according to the principles of pipe advance, short excavation, strong support, early closure 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 that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the structures shown in these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic flow chart of a first embodiment of a method for constructing a tunnel in a deep-cut backfill area according to the present invention;
FIG. 2 is a schematic flow chart of a second embodiment of a method for constructing a tunnel in a deep-cut backfill region according to the present invention;
FIG. 3 is a schematic diagram of a refinement flow of step S110 of the method for constructing a tunnel in a deep-excavation backfill area of the present invention;
FIG. 4 is a schematic diagram of a refinement flow of step S120 of the method for constructing a tunnel in a deep-excavation backfill area according to the present invention;
FIG. 5 is a schematic flow chart of a third embodiment of a method for constructing a tunnel in a deep-cut backfill region according to the present invention;
FIG. 6 is a schematic flow chart of a fourth embodiment of a method for constructing a tunnel in a deep sub-fill area according to the present invention;
FIG. 7 is a schematic diagram of a refinement flow of step S600 of the method for constructing a tunnel in a deep-excavation backfill area of the present invention;
FIG. 8 is a schematic cross-sectional view of an embodiment of the present invention prior to tunnel construction;
FIG. 9 is a schematic cross-sectional view of pilot tunnel excavation and primary lining layer construction in a tunnel according to an embodiment of the present invention;
FIG. 10 is a schematic view of a section of a tunnel pilot tunnel excavated and a primary lining layer constructed according to an embodiment of the present invention;
FIG. 11 is a schematic view of a construction cross section of a secondary lining layer of a tunnel floor according to an embodiment of the present invention;
FIG. 12 is a schematic view of a construction cross section of an integral secondary lining layer of a tunnel positive hole according to an embodiment of the present invention;
FIG. 13 is a schematic side sectional view of a tunnel hole construction according to an embodiment of the present invention.
Reference numerals illustrate:
| reference numerals | Name of the name | Reference numerals | Name of the name |
| 1 | Upper pilot tunnel | 41 | Steel pipe |
| 11 | Center up step | 5 | Steel flower pipe |
| 2 | Lower pilot tunnel | 10 | Disposable lining layer |
| 3 | First supporting layer | 20 | Secondary lining layer |
| 31 | Small catheter | 30 | Temporary inverted arch |
| 4 | Second supporting layer |
The achievement of the objects, functional features and advantages of the present invention will be further described with reference to the accompanying drawings, in conjunction with the embodiments.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that, if directional indications (such as up, down, left, right, front, and rear … …) are included in the embodiments of the present invention, the directional indications are merely used to explain the relative positional relationship, movement conditions, etc. between the components in a specific posture (as shown in the drawings), and if the specific posture is changed, the directional indications are correspondingly changed.
In addition, if there is a description of "first", "second", etc. in the embodiments 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 a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present invention.
The description of the orientations such as "up", "down", etc. in the present invention is based on the orientation shown in fig. 6, and is merely for explaining 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 tunnel construction method for a deep-excavation backfill area.
Referring to fig. 1, a schematic flow chart of a first embodiment of a method for constructing a tunnel in a deep backfill region according to the present invention includes the steps of:
step S100, before tunnel excavation, arranging an advanced support structure around a top arch of a tunnel section;
the advanced support layer can effectively stabilize rock stratum, increase the intensity of surrounding rock soil, guarantee the security of tunnel positive tunnel construction, prevent to take place the security risk at the in-process of tunnel positive tunnel excavation, advanced support is the most important one step of deep backfill district construction of undercut, provides favorable basis for the positive tunnel excavation construction of follow-up tunnel, guarantees the security of follow-up tunnel excavation construction.
Step S200, arc-shaped excavation is carried out along the top arch of the upper pilot tunnel 1 on the section of the tunnel to form an arc-shaped hole and a central upper step 11, and primary lining layer 10 construction of the upper pilot tunnel 1 is carried out along the arc-shaped hole so as to firmly support surrounding rock and soil of the tunnel;
firstly, measuring and lofting, drawing an excavation contour line, and finding out an arc of a step 1111 on the center of the upper excavation by adopting a small excavator in combination with manual work; strictly carrying out construction measurement control on the section of the tunnel, ensuring that the excavation size meets the design requirement, ensuring that the excavation contour line is round, allowing proper overexcavation but strictly prohibiting underexcavation when excavating along the contour line, adopting short-distance excavation, and ensuring construction safety by circularly feeding 0.5m each time; around the arc hole, the primary support around the step 1111 is made, 30mm thick concrete is sprayed, the steel bar net is installed, the primary support steel frame is erected, the foot locking anchor pipe is arranged, the grouting anchor pipe is drilled and installed, and then the concrete is sprayed again to the designed thickness.
Step S300, excavating the central upper step 11, and performing temporary inverted arch 30 construction on the bottom of the upper pilot tunnel 1 to separate the upper pilot tunnel 1;
the mechanical crushing is adopted to excavate the center upper step 11 core, temporary inverted arch 30 construction is carried out according to geological conditions and deformation monitoring, the upper pilot tunnel 1 is separated, and the influence of collapse of the upper pilot tunnel 1 on 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 center lower step, and constructing a lining layer 10 of the lower pilot tunnel 2 along the lower side tunnel so as to firmly support surrounding rock soil of the tunnel;
respectively excavating two sides of a lower pilot tunnel 2, and firstly excavating the left side of a lower step of the center; after the left excavation construction of the center lower step is completed, the stability of the left lower side hole is judged according to geological observation and record of an excavation working face, if the stability is good, the right side of the center lower step is excavated again, the lower side hole and the center lower step are formed, and the tunnel excavation construction safety is guaranteed. The construction of the primary lining layer 10 of the lower side hole is sequentially carried out on two sides, firstly, primary support is carried out on the left side of the center lower step, namely 30mm thick concrete is sprayed at the side wall part of the excavated main hole and a reinforcing mesh is arranged, a steel frame of the peripheral wall of the long hole is connected, and after a system anchor rod is drilled, the concrete is sprayed again to the designed thickness; and then the primary support on the right side of the center lower step is constructed, namely, the excavated main hole side wall part is primarily sprayed with concrete with the thickness of 30mm, a reinforcing mesh is arranged, the peripheral wall steel frame of the tunnel is lengthened, the system anchor rod is drilled and then the concrete is sprayed again to the designed thickness, and the tunnel structure is basically stable through the primary support construction of the lower pilot hole 2, so that the safety of the subsequent construction in the tunnel main hole is ensured.
Step S500, excavating the center lower step to form the lower pilot tunnel 2 so as to form a complete tunnel positive hole, completing the construction of a primary lining layer 10 of the tunnel positive hole, and simultaneously carrying out measurement point arrangement construction in the tunnel positive hole;
the method is characterized in that the mechanical crushing excavation center lower step core soil and the tunnel bottom plate are adopted for excavating, the integral primary lining layer 10 construction of the tunnel positive hole is completed, the primary lining layer 10 of the tunnel is closed into a ring, meanwhile, measuring points are arranged at preset positions in the tunnel positive hole, rock stratum change monitoring and measuring in the tunnel construction process are conducted, tunnel dynamic change is mastered, dynamic adjustment is conducted according to the dynamic change, and after the detection result is stable and the construction condition is met, the secondary lining layer 20 construction of the tunnel is followed.
Step S600, removing the temporary inverted arch 30, and constructing the tunnel positive hole integral secondary lining layer 20; 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, meanwhile, the tunnel is monitored and measured through the measuring points, and the safety of the tunnel is ensured.
After step S300, when the geological adjustment is worse, after the left side of the lower pilot tunnel 2 is excavated, the risk of collapse exists in the tunnel, the first lining layer 10 on the left side of the lower pilot tunnel 2 is directly constructed first, so as to form an initial support on the left side of the lower pilot tunnel 2, ensure the safety of tunnel construction, then the right side of the lower pilot tunnel 2 is excavated, and then the first lining layer 10 on the right side of the lower pilot tunnel 2 is constructed. Then, step S500 is performed.
As shown in fig. 8 to 13, the method for constructing a tunnel in a deep-excavated backfill region of the present embodiment is provided with a pre-support layer at first, forms an early effective support for tunnel excavation construction, ensures the safety of tunnel construction, performs measurement lofting on a tunnel excavation section, draws an excavation contour line, forms an arc-shaped hole and a central upper step 11 by excavating an upper pilot tunnel 1 along the excavation contour line, then performs primary lining 10 construction of the upper pilot tunnel 1 along the arc-shaped hole to stably support surrounding rock soil of the tunnel, then excavates the central upper step 11, and performs temporary inverted arch 30 construction at the bottom of the upper pilot tunnel 1 to separate the upper pilot tunnel 1, then excavates along both sides of a lower pilot tunnel 2 of the tunnel section, forms a lower side hole and a central lower step, performs primary lining 10 construction of the lower pilot tunnel 2 along the lower side hole, with carry out firm support to tunnel surrounding rock soil, will the step excavation is gone down to the center, is provided with the measuring point simultaneously and monitors the measurement to the tunnel, masters tunnel dynamic change, effectively avoids the incident emergence, demolishs at last interim invert 30, and carry out the construction of the secondary lining layer 20 of tunnel positive hole main part to make the whole secondary lining layer 20 of tunnel positive hole closed into the ring, through the step-by-step tunnel that excavates, set up step 11 on the center and step 11 on the center, increased tunnel excavation working face, the interference is less around, be favorable to mechanized construction operation, the construction progress is faster, shortened construction period, and excavation area is less and can in time carry out support construction at the same time simultaneously, is favorable to the face stability of working, guarantees tunnel excavation construction's security. The method for constructing the underground excavation deep backfill to the tunnel strictly ensures the tunnel construction progress and the tunnel construction safety according to the principles of pipe advance, short excavation, strong support, early closure and duty measurement.
Further, referring to fig. 2, which is a schematic flow chart of the second embodiment of the present invention, based on the first embodiment, step S100 includes:
step S110, before tunnel excavation, a plurality of steel pipes 41 are inserted at intervals around a top arch of a tunnel excavation section above the top arch to form a first supporting layer 4;
in step S120, a plurality of small ducts 31 are inserted between the first protective layer and the top arch at intervals around the top arch to form a second protective layer 3.
The step S600 includes:
step S601, removing the temporary inverted arch 30, and performing construction of the integral secondary lining layer 20 of the tunnel positive hole; 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, a 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, 30cm of exposure is supported on the steel frame, a pre-supporting system is formed by the steel frame and the steel frame, a first supporting layer 3 is formed, a certain stabilizing effect is achieved on surrounding rock soil of a tunnel, and the tunnel collapse in the tunnel excavation process is prevented. The steel tube 41 is constructed according to the design position, the drilling deviation degree is measured by taking care of using an inclinometer, the drilling direction of the steel tube 41 is strictly controlled, geological records of each steel tube 41 hole are made, the model, quality, specification, machining and the like of the steel tube 41 meet the design and specification requirements, and the length of the steel tube 41 inserted into the hole is not shorter than 95% of the design length; the length of the steel pipe 41 is not smaller than the design value, the circumferential spacing of the steel pipe 41 is 40cm, the first supporting layer 3 is surrounded, the second supporting layer 4 is formed, the stability of surrounding rock soil is further improved, and the safety of tunnel excavation construction is guaranteed. According to the tunnel advanced 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 support layer 3, the plurality of steel pipes 41 are inserted around the first support layer 3 at intervals to form the second support layer 4, the stability of the surrounding rock and earth strata of the tunnel is guaranteed through two layers of advanced support, so that engineering geological conditions are improved, tunnel collapse accidents in the tunnel excavation construction process are avoided, and the safety and stability of tunnel excavation construction are guaranteed.
Referring to fig. 4, a detailed flowchart of step S110 according to a 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 surrounding rock soil along an angle of 10-20 degrees upwards, so that the steel pipe 41 and the small guide pipe 31 relatively cross and stabilize the surrounding 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, after drilling the steel pipe 41 in place, unloading the drilling machine and moving to the next steel pipe 41 to continue drilling construction until the construction of the second support layer 4 is completed;
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 payout steel pipe 41 is measured while guiding the drill to be in place; drilling by adopting a CM368 type drilling machine according to the length and the diameter of the self-advancing 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 the 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 a drilling machine is adjusted, the steel pipe 41 starts to drill upwards along 10-20 degrees, at the moment, the steel pipe 41 and the small guide pipe 31 form opposite 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 a drilling machine connecting sleeve, and the drilling machine is removed; continuing to drill and install the lower steel pipe 41; after the steel pipe 41 is completed, the steel pipe 41 is connected with grouting equipment to start grouting, a grouting joint is rotationally arranged at the tail part of the steel pipe 41, a grouting pipeline and a grouting pump are connected, grouting is configured to start grouting, and the cement slurry water-cement ratio is 1:1, grouting pressure is 0.5-1.0MPa, and the surrounding rock and the soil stratum of the tunnel are reinforced, so that the construction safety of the tunnel is further ensured.
Further, based on the above embodiment, step S113 includes:
step S1131, after the steel pipe 41 is drilled in place, installing a connecting sleeve at one end of the steel pipe 41 far away from the drill bit;
in step S1132, a secondary steel pipe 41 is further connected to the end of the connecting sleeve, which is far from the steel pipe 41, and the end of the secondary steel pipe 41, which is far from the connecting sleeve, is connected to the drilling machine, and the secondary steel pipe 41 is drilled into place.
When the length of the steel pipe 41 is insufficient, after the first section of long steel pipe 41 is in place, the second section of long auxiliary steel pipe 41 is connected by using a special connecting sleeve for the steel pipe 41, so that a plurality of auxiliary steel pipes 41 are sequentially connected in a circulating mode, drilling is continuously completed, the length of the steel pipe 41 is ensured to meet the requirement, 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 ensured.
Referring to fig. 3, a detailed flowchart of step S120 according to a 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 on the positions of the small guide pipes 31 through a drilling machine, and cleaning the drilled holes;
step S123, the small guide pipe 31 is inserted into the drilled hole along the upward direction of 25-45 degrees, and grouting construction is carried out through the small guide pipe 31, so that surrounding rock soil is stabilized.
As shown in fig. 8 to 13, the small guide pipe 31 is mounted by a drilling method. And (5) measuring and lofting, and marking on a designed hole site. Drilling holes by using a drilling machine, cleaning the holes by using high-pressure air, and then inserting the upper edge of a small guide pipe 31 into the drilled holes at 25-45 degrees, wherein the grouting adopts common silicate single-liquid slurry, and the water-cement ratio is 1:1, grouting pressure is 0.5Mpa-1.0Mpa, grouting final pressure can be properly increased, surrounding rock soil and rock stratum are agglomerated through grouting, stability of surrounding rock soil is further improved, and tunnel excavation construction safety is guaranteed.
Referring to fig. 5, a flow chart of a third embodiment of the present invention is shown, based on the above-mentioned first embodiment, after step S500, including:
step S510, leveling and compacting the foundation of the lower pilot tunnel 2, measuring lofting, determining the position of the steel pipe 5 pile and marking;
step S520, drilling holes at the marks to form base holes, and cleaning the base holes;
step S530, driving the steel floral tube 5 pile into the foundation hole;
and S540, grouting the steel pipe 5 piles until the arrangement of the reinforced pile foundation is completed.
As shown in fig. 8 to 13, before the construction, grouting material, the steel pipe 5, and grouting equipment are prepared. The measurement group accurately discharges the center position of the steel pipe 5 pile according to the position of the steel pipe 5 pile of the design drawing, the paying-off error is within the range of construction standard and required allowable error, the paying-off position is marked by a wood pile or a steel pile, and the drilling operation site must be smooth and compact to prevent uneven settlement from being sent in the drilling process, so that the pile position is inclined; the drilling machine is vertical to the marked hole site, and the position of the drilling machine must be accurately checked; repeatedly adjusting by a method of combining a hanging wire and drill rod guiding, so as to ensure that the axis of the drill rod of the drilling machine is matched with the axis of the orifice pipe; and cleaning 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 the drill slag from the hole bottom to the hole opening by high-pressure air; after the steel pipe 5 is installed, the orifice is plugged tightly, and the pipe orifice is screwed with a grouting nozzle. When grouting, the grouting pipe is connected to the grouting nozzle, the gate valve is opened to perform low-pressure grouting, and the steel pipe 5 full-hole pressing-in grouting is adopted. When the steel pipe 5 and the pore canal are filled with the slurry, the pressure is properly increased, so that the slurry in the pore is diffused to a certain range to the stratum outside the pore wall. And (3) grouting the slurry at the final pressure of 1.0-2.0MPa, stopping grouting for 2min and maintaining the final pressure of grouting after reaching the designed grouting amount or when reaching the designed final pressure, stopping grouting, closing a gate valve, and removing a grouting pipe to continue grouting of the next hole. And after the slurry in the hole is solidified, removing the grouting nozzle for pouring. The grouting material adopts M30 cement mortar, and the cement mortar ratio is 1:1, sealing a grouting hole by adopting a grouting stop plug after grouting is finished, and preventing grouting. The slip casting diffusion radius was considered to be 0.6 m. And checking grouting quality after grouting is finished, and re-grouting by hole filling is required by a designer who cannot meet the design requirements. The tunnel foundation substrate is stabilized, the geological conditions of tunnel engineering are improved, the geological conditions are suitable for tunnel excavation construction, and the tunnel is stable and foundation settlement is avoided.
Further, based on the above embodiment, step S530 includes:
step S531, measuring the inclination of the base hole by using an inclinometer;
step S532, geological information of the drilling position is obtained according to the drilling speed, the rock-soil coring and the driller pressure, and a geological profile is drawn according to the geological information;
step S533, judging whether the drilling position of the steel flowtube 5 is reasonable or not according to the geological section;
step S534, if yes, continuing drilling construction;
step S535, if not, the drill position of the steel pipe 5 is re-determined.
The position of the steel pipe 5 is measured by an inclinometer frequently in the drilling process, the quality of the hole is judged in time according to the drilling phenomenon of a drilling machine, and accidents in the drilling process are treated in time; ensuring a power device, a centralizer and an alloy drill bit to drill according to concentric circles in the drilling process; the original record of the drilling process is carefully made, and geological judgment and description are timely carried out on the drill cuttings. As geological pre-detection forecast of the excavation of the tunnel body, as the basis for guiding the excavation of the tunnel body; the rock quality is good, and holes can be formed at one time; if the collapse hole and the blocking of the drill are generated during drilling, the drilling is performed after the grouting is supplemented. When the drilling machine is used for drilling, the drilling speed and the wind pressure can be gradually adjusted according to geological conditions after the hole is formed for 1.0 m; if the abnormal conditions such as obstacles are met, measures are taken in time to eliminate the abnormal conditions, and if the abnormal conditions cannot be eliminated, the drilling position of the hole site is determined again. The engineering quality of the pile foundation is guaranteed to the tunnel, thereby guaranteeing the overall strength and the safety of the tunnel.
Referring to fig. 6, a flowchart of a fourth embodiment of the present invention is shown, based on the above-mentioned third embodiment, after step S540, further including:
step S550, collecting measurement results in real time through measurement points, and sending the collected measurement results to an information processing module through 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 construction is in a safe state, executing the step of removing the temporary inverted arch 30 and performing the construction of the tunnel positive secondary lining layer 20;
and step S590, if the tunnel is not in a safe state, changing the construction scheme of the tunnel positive secondary lining layer 20 and the construction scheme of the next tunnel excavation cycle according to the comprehensive evaluation report.
Corresponding measurement data are timely collected through measurement points and sent to an information processing module, the information processing module analyzes and processes the measurement data, analysis feedback is carried out on the mechanical states of the excavation and supporting sections, a complete comprehensive evaluation report is formed, specific data of each excavation construction section are displayed in the comprehensive evaluation report, constructors intuitively judge specific situations of each excavation construction section through the comprehensive evaluation report, appropriate protection measures are adopted for general dangerous sections, potential safety hazards are eliminated, and for dangerous sections which cannot completely avoid safety risks, the construction scheme and actual construction measures are readjusted, so that the potential safety hazards can be completely avoided in the tunnel excavation construction process, safety protection rework is not needed in the later period of tunnel construction, the workload is saved, and the safety of tunnel excavation construction is improved.
The measuring points comprise first sedimentation observation points, second sedimentation observation points, third sedimentation observation points and the like, a first sedimentation observation point group is arranged at intervals of 5m-50m along the extending direction of the tunnel positive tunnel, each first sedimentation observation point group is arranged on the ground surface right above the tunnel positive tunnel, and each first sedimentation observation point group comprises a plurality of first sedimentation observation points which are arranged at intervals along the section of the tunnel so as to be used for measuring the ground surface sedimentation right above the tunnel; setting a second settlement observation point at intervals of 10-50 m along the extending direction of the tunnel positive tunnel so as to be used for measuring the settlement of the tunnel roof arch; each second settlement observation point is arranged at the center line of the top arch of the tunnel section; setting a third settlement observation point at intervals of 10-50 m along the extending direction of the tunnel positive hole, so as to be used for measuring the uplift amount of the tunnel substrate; each third settlement observation point is arranged at the central line of the substrate of the tunnel section;
each interval is preset at one end, the total station is used for measuring the first sedimentation observation point, the second sedimentation observation point and the third sedimentation observation point once to respectively obtain the first sedimentation amount of the first sedimentation observation point, the second sedimentation amount of the second sedimentation observation point and the third sedimentation amount of the third sedimentation observation point
The on-site measurement data should be timely drawn into a displacement-time curve, and the construction procedure and the distance from the excavated working surface to the measurement section should be noted under the time coordinate axis of the curve; the safety coefficient is calculated through the displacement time curve, when the displacement-time curve tends to be gentle, the safety coefficient is higher at the moment, the tunnel is in a safe state, data processing or back-to-back analysis is carried out, so that final displacement and displacement change rules are calculated, the tunnel construction is ensured to be in a safe state finally, when an abnormal sudden phenomenon occurs in the displacement time curve, the safety coefficient is lower at the moment, the surrounding rock-supporting system at the moment is in an unstable state, excavation is stopped, supporting or changing schemes are reinforced, a second design scheme is redesigned, construction is carried out by adopting the second design scheme, and construction safety is ensured.
Further, based on the above embodiment, step S500, after that, further includes:
step S501, measuring surrounding rock soil by adopting a geological compass, and sampling the surrounding rock soil of a tunnel to prepare a rock soil sample;
step S502, testing a rock-soil sample, observing lithology of the rock-soil sample and tunnel structure surface occurrence, and generating a surrounding rock-soil test report;
And step 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 grasp the surrounding rock soil property of the tunnel and the state of the primary lining layer 10.
After each blasting and initial period of the tunnel, adopting a geological compass to intuitively or sample and test, and timely observing lithology, structural surface appearance and the like; checking surrounding rock classification, and drawing a ground element surface graph so as to grasp surrounding rock soil properties and the stability of the primary support of the tunnel in time, provide visual necessary information for safe construction and ensure construction safety; and then the geological element map is sent to an information processing module, and then the information processing module analyzes and processes the geological element map and the geological element map is converged into a comprehensive evaluation report.
Referring to fig. 7, based on the first embodiment, the step S600 is a detailed flowchart of the step S600 of the present invention, where the step S600 includes:
step S610, the temporary inverted arch 30 is chiseled off in a segmented mode;
step S620, paving a concrete cushion layer, a fine stone concrete waterproof layer and a waterproof coiled material at the bottom of the tunnel;
step S630, performing side wall and inverted arch construction at the bottom of the tunnel to finish the construction of the secondary lining layer 20 of the tunnel bottom plate;
step S640, paving a transport track along the tunnel on the secondary lining of the tunnel bottom plate;
Step S650, preparing a secondary lining trolley along the transportation track, and performing integral secondary lining layer 20 construction on the tunnel, so that the secondary lining layer 20 of the tunnel bottom plate and the secondary lining layer 20 of the tunnel main body are closed into a ring.
After the arrangement of the reinforced pile foundation of the tunnel substrate steel pipe 5 is completed, a concrete cushion layer, a fine stone concrete waterproof layer and a waterproof coiled material are sequentially paved at the bottom of the tunnel so as to complete the waterproof layer construction of the tunnel substrate, and then the secondary lining layer 20 construction is carried out on the waterproof layer of the tunnel substrate to complete the stabilization of the tunnel substrate, ensure the safety of the subsequent tunnel construction and provide convenience for the subsequent construction; after the secondary lining layer 20 of the tunnel bottom plate is stable, the temporary inverted arch 30 is gradually chiseled off in sections, so that safety accidents caused by collapse of the temporary inverted arch 30 are avoided, then a transportation rail is paved on the tunnel bottom plate and used for transporting materials required for construction, subsequent tunnel construction is facilitated, meanwhile, the transportation rail can also transport a secondary lining trolley, the secondary lining layer 20 construction is carried out on a tunnel main body, the whole secondary lining layer 20 of the tunnel is closed, and tunnel construction is completed.
The foregoing description of the preferred embodiments of the present invention should not be construed as limiting the scope of the invention, but rather should be understood to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the following description and drawings or any application directly or indirectly to other relevant art(s).
Claims (6)
1. The tunnel construction method for the deep-excavation backfill area is characterized by comprising the following steps of:
before a tunnel is excavated, an advanced support structure is arranged around a top arch of the section of the tunnel;
the method comprises the steps of excavating along the arc shape of a top arch of an upper pilot tunnel of a tunnel section to form an arc-shaped tunnel and a central upper step, and carrying out primary lining layer construction of the upper pilot tunnel along the arc-shaped tunnel so as to stably support surrounding rock and soil of the tunnel;
excavating the center upper step, and performing temporary inverted arch construction on the bottom of the upper pilot tunnel so as to separate the upper pilot tunnel;
digging along two sides of a lower pilot tunnel of the tunnel section to form a lower side tunnel and a center lower step, and performing primary lining layer construction of the lower pilot tunnel along the lower side tunnel so as to firmly support surrounding rock soil of the tunnel;
excavating the center lower step to form the lower pilot tunnel so as to form a complete tunnel positive hole, completing the construction of a primary lining layer of the tunnel positive hole, and simultaneously carrying out measurement point arrangement construction in the tunnel positive hole;
removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; returning to the step of arranging an advanced support structure around the top arch of the tunnel section before tunnel excavation until the tunnel construction is completed;
Removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; returning to the step of arranging an advanced support structure around the top arch of the tunnel section before tunnel excavation until the tunnel construction is completed, wherein the step of arranging the advanced support structure comprises the following steps:
chiseling the temporary inverted arch section;
paving a concrete cushion layer, a fine stone concrete waterproof layer and a waterproof coiled material 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 the bottom plate of the tunnel;
paving a transport track along a tunnel on the secondary lining of the tunnel bottom plate;
preparing a secondary lining trolley along the transportation track, and performing integral secondary lining layer construction on the tunnel so as to enable the secondary lining layer of the tunnel bottom plate and the secondary lining layer of the tunnel main body to be closed into a ring;
the step of excavating the center lower step to form the lower pilot tunnel so as to form a complete tunnel positive hole, completing the construction of a primary lining layer of the tunnel positive hole, and simultaneously after the step of carrying out measurement point arrangement construction in the tunnel positive hole, comprising the following steps:
leveling and compacting the foundation of the lower pilot tunnel, measuring lofting, determining the position of the steel flower pipe pile and marking;
Drilling a base hole at the mark, and cleaning the base hole;
driving the steel flower pipe pile into the base hole;
grouting the steel-flower pipe pile until the arrangement of the reinforced pile foundation is completed;
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 using an inclinometer;
obtaining geological information of a drilling position according to the drilling speed, the rock-soil coring and the driller pressure, and drawing a geological section according to the geological information;
judging whether the drilling position of the steel flowtube is reasonable or not according to the geological profile;
if yes, continuing drilling construction;
if not, the drilling position of the steel pipe is determined again;
grouting the steel flower pipe pile until the step of arranging the reinforced pile foundation is completed, and further comprising:
collecting measurement results in real time through measurement points, and sending the collected measurement results to an information processing module by the measurement points;
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; the method comprises the steps of determining whether tunnel construction is in a safe state or not according to a comprehensive evaluation report, wherein a displacement-time curve is drawn according to field measurement data, the coordinate axis of the displacement-time curve notes the construction procedure and the distance from an excavation working face to a measurement end face, and the safe state is determined according to the smoothness of the displacement-time curve;
If the tunnel is in a safe state, executing the step of removing the temporary inverted arch and performing secondary lining layer construction of the tunnel positive hole; wherein, in the safe state, the displacement-time curve tends to be flat;
if the tunnel is not in a safe state, changing the construction scheme of the secondary lining layer of the tunnel positive hole and the construction scheme of the excavation cycle of the next section of tunnel according to the comprehensive evaluation report; wherein when not in the safe state, the displacement-time curve exhibits an abnormal flash phenomenon.
2. The method for constructing a tunnel in a deep sub-excavation backfill region as claimed in claim 1, wherein the step of disposing a pre-support structure around the top arch of the tunnel section before the tunnel is excavated, comprises:
before tunnel excavation, a plurality of steel pipes are inserted at intervals around a top arch above the top arch of the tunnel excavation section to form a first supporting layer;
a plurality of small guide pipes are inserted between the first support layer and the top arch at intervals around the top arch to form a second support layer;
removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; returning to the process of inserting a plurality of steel pipes around the top arch of the tunnel excavation section at intervals above the top arch before tunnel excavation, and forming a first supporting layer comprises the following steps:
Removing the temporary inverted arch and performing integral secondary lining layer construction of the tunnel positive hole; and returning to the step of forming a first supporting layer by inserting a plurality of steel pipes around the top arch above the top arch of the tunnel excavation section at intervals before tunnel excavation until the tunnel construction is completed.
3. The method for constructing a tunnel in a deep-excavation backfill region according to claim 2, wherein the step of inserting a plurality of steel pipes around the top arch of the tunnel excavation section at intervals above the top arch to form the first supporting layer before the tunnel is excavated, comprises:
measuring lofting, determining the drilling position of the steel pipe, and simultaneously controlling the drilling machine to be in position;
a drill bit is arranged at one end of the steel pipe, the steel pipe is inserted into surrounding rock soil along the upward direction of 10-20 degrees, so that the steel pipe and the small guide pipe are crossed relatively to stabilize the surrounding rock soil, and the other end of the steel pipe is connected with a drilling machine;
starting a drilling machine to carry out drilling construction, removing the drilling machine to move to the next steel pipe to continue drilling construction after the steel pipe is drilled in place, and finishing the first support layer construction;
grouting through the steel pipe to stabilize surrounding rock soil.
4. The method for constructing the tunnel in the deep-excavation backfill region according to claim 3, wherein the step of starting the drilling machine to perform drilling construction, removing the drilling machine to move to the next steel pipe to continue drilling construction after the steel pipe is drilled in place until the first supporting layer construction is completed comprises the steps of:
After the steel pipe is drilled in place, a connecting sleeve is arranged at one end of the steel pipe far away from the drill bit;
and (3) continuing to connect an auxiliary steel pipe at one end of the connecting sleeve, which is far away from the 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 constructing a deep sub-filled tunnel according to claim 2, wherein the step of inserting a plurality of small ducts around the top arch between the first supporting layer and the top arch to form a second supporting layer comprises:
measuring and lofting, and determining the hole site of the small catheter;
drilling holes at the positions of the small guide pipe holes through a drilling machine, and cleaning the drilled holes;
and (3) inserting the small guide pipe into the drilled hole at an angle of 25-45 degrees upwards, and grouting through the small guide pipe to stabilize surrounding rock and soil.
6. The method for constructing a tunnel in a deep-excavated backfill region according to claim 1, wherein the step of excavating the center lower step to form the lower pilot tunnel to form a complete tunnel hole and completing the construction of a primary lining layer of the tunnel hole, and further comprising, after the step of performing the measurement point arrangement construction in the tunnel hole:
Measuring surrounding rock soil by adopting a geological compass, sampling the surrounding rock soil of the tunnel, and preparing a rock soil sample;
testing the rock and soil sample, observing lithology of the rock and soil sample and tunnel structure surface occurrence, and generating a surrounding rock and soil test report;
and drawing a geological factor graph according to the surrounding rock soil test report, and sending the geological factor graph to the information processing module so as to grasp the surrounding rock soil property of the tunnel and the state of the primary lining layer.
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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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