CN109139104B - Drainage construction method for tunnel penetrating through clastic rock steep-dip reverse-thrust water-rich fault - Google Patents
Drainage construction method for tunnel penetrating through clastic rock steep-dip reverse-thrust water-rich fault Download PDFInfo
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Abstract
The invention discloses a drainage construction method for a tunnel passing through a clastic rock steep-dip reverse-thrust water-rich fault, wherein a constructed tunnel main tunnel is divided into a rear side tunnel section, a front side tunnel section and a middle tunnel section passing through the clastic rock steep-dip reverse-thrust water-rich fault; a circuitous pilot tunnel and a drainage tunnel are arranged on the same side of the constructed tunnel main tunnel; when the drainage construction is carried out on the main tunnel, the method comprises the following steps: firstly, primarily excavating and constructing a rear side tunnel section; synchronously excavating and constructing the rear side tunnel section and the drainage tunnel body of the drainage tunnel; synchronously excavating and constructing a rear side tunnel section, a drainage tunnel body of the drainage tunnel and a rear side circuitous pilot tunnel section; and fourthly, constructing a front drainage hole body and synchronously constructing a circuitous pilot tunnel and a tunnel main tunnel. The invention provides a new construction working surface through the circuitous pilot tunnel, improves the work efficiency, simultaneously provides a high-position drainage tunnel between the tunnel main tunnel and the circuitous pilot tunnel, can discharge the water supplied in the fault layer to the maximum extent, reduces the water pressure in the fault layer in front of the tunnel face, ensures the construction safety of each tunnel face, and can shorten the construction period.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a tunnel drainage construction method for passing through a clastic rock steep-dip reverse-thrust water-rich fault.
Background
Fault zone refers to a zone consisting of a main fault plane and broken rock pieces on both sides thereof, and several secondary faults or fracture planes. In China, a high-angle back fault with a section inclination angle of more than 45 degrees or 30 degrees is called a back-thrust fault, and the tunnel construction difficulty for passing through a steep back-thrust fault with a section inclination angle of more than 60 degrees is higher, wherein the steep back-thrust fault refers to the back-thrust fault with the section inclination angle of more than 60 degrees. Clastic rock refers to rock formed from the handling, deposition, compaction and cementation of mineral and rock fragments resulting from mechanical weathering of parent rock; its components include, in addition to the crumb particles, miscellaneous bases and cement. When tunnel construction is carried out on a clastic rock stratum, the construction difficulty is high, particularly when the stratum is a water-rich stratum rich in underground water, rock mass is broken to provide more favorable conditions for occurrence and enrichment of the underground water, the construction difficulty is high, water gushing and sand gushing are easy to occur in the construction, the inclination angle of the fracture surface of the fault is larger than 60 degrees, disastrous consequences are easy to cause, and the construction safety and benefits are seriously influenced. Therefore, when a tunnel penetrating through the clastic rock steep-dip backwash water-rich fault is constructed, the existing construction risk is very large, the clastic rock steep-dip backwash water-rich fault refers to a steep-dip backwash fault which is rich in underground water and the stratum of which is the clastic rock stratum, when the tunnel is excavated to the clastic rock steep-dip backwash water-rich fault, water gushing and sand gushing are very easy to burst on the tunnel face, and due to the fact that the clastic rock steep-dip backwash water-rich fault is the clastic rock and is rich in underground water, geological disasters such as water gushing and sand gushing are easier to form under the action of high water pressure, the construction risk is high, the construction difficulty is high, and the construction progress is slow.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a tunnel drainage construction method for passing through the steep-dip reverse-thrust water-rich fault of the clastic rock, aiming at the defects in the prior art, the method has the advantages of reasonable design, simple and convenient construction and good use effect, provides a new construction working surface through the roundabout pilot tunnel, effectively improves the construction work efficiency of the tunnel, provides a high-position drainage tunnel between the tunnel main tunnel and the roundabout pilot tunnel, can discharge the applied water in the fault to the maximum extent, reduces the water pressure in the fault in front of the tunnel face, ensures the construction safety of each tunnel face, and can effectively shorten the construction period.
In order to solve the technical problems, the invention adopts the technical scheme that: a tunnel drainage construction method for passing through a clastic rock steep thrust water-rich fault is characterized by comprising the following steps: the constructed tunnel main tunnel is divided into a rear side tunnel section, a front side tunnel section positioned on the front side of the rear side tunnel section and a middle tunnel section which is connected between the rear side tunnel section and the front side tunnel section and passes through a clastic rock steep-dip thrust water-rich fault; a circuitous pilot tunnel and a sluicing tunnel are arranged on the same side of the main tunnel of the constructed tunnel, and the circuitous pilot tunnel and the sluicing tunnel are tunnel tunnels which pass through clastic rock from back to front and are steeply inclined and reversely rushed to form a water-rich fault; the circuitous pilot tunnel is a circuitous pilot tunnel formed by excavating between the rear side tunnel section and the front side tunnel section, and the circuitous pilot tunnel and the constructed tunnel main tunnel are arranged on the same horizontal plane; the circuitous pit is divided into a rear side pit section, a middle pit section and a front side pit section from back to front, the front side pit section is positioned on the front side of the rear side pit section, the middle pit section is connected between the rear side pit section and the front side pit section, the middle pit section and a constructed tunnel main tunnel are arranged in parallel, the rear end of the rear side pit section is intersected with the rear side tunnel section, the intersection of the rear end of the rear side pit section and the rear side tunnel section is a pit guide rear intersection, the front end of the front side pit section is intersected with the front side tunnel section, and the intersection of the front end of the front side pit section and the front side tunnel section is a pit guide front intersection; the rear side guide pit section is positioned at the rear side of the middle tunnel section;
the drainage tunnel comprises a rear side tunnel body and a front side tunnel body which is positioned on the front side of the rear side tunnel body and is arranged in parallel with the constructed tunnel main tunnel, the front side tunnel body is positioned above the side of the constructed tunnel main tunnel and is positioned between the constructed tunnel main tunnel and the middle pit guiding section, and the rear side tunnel body is a tunnel body which gradually inclines upwards from back to front; the rear end of the rear side tunnel body is intersected with the rear side tunnel section, the intersection of the rear end of the rear side tunnel body and the rear side tunnel section is a drainage tunnel intersection, the drainage tunnel intersection and the drainage tunnel intersection are both positioned on the rear side of the middle tunnel section, and the drainage tunnel intersection and the rear side tunnel body are both positioned on the rear side of the drainage tunnel intersection;
the front side tunnel body is divided into a rear tunnel body and a front drainage tunnel body which is positioned on the front side of the rear tunnel body and penetrates through a clastic rock steep-dip thrust water-rich fault, and the rear tunnel body in the front side tunnel body form a drainage tunnel body of the drainage tunnel;
the middle pit guiding section is divided into a rear pit guiding section and a front pit guiding section which is positioned on the front side of the rear pit guiding section and penetrates through a clastic rock steep-dip thrust water-rich fault, and the rear pit guiding section of the middle pit guiding section form a rear roundabout pit guiding section of the roundabout pit;
when the drainage construction is carried out on the main tunnel, the method comprises the following steps:
step one, primary excavation construction of a rear side tunnel section: excavating a tunnel section which is positioned at the rear side of the intersection of the drainage tunnel in the rear side tunnel section from back to front along the longitudinal extension direction of the tunnel;
step two, synchronously excavating and constructing the rear side tunnel section and the drainage tunnel body of the drainage tunnel: when the rear side tunnel section is excavated to the position of the intersection of the drainage tunnel, excavating construction is carried out on the tunnel section between the intersection of the drainage tunnel and the intersection behind the guide pit in the rear side tunnel section from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavating construction is carried out on the drainage tunnel body of the drainage tunnel from back to front from the intersection of the drainage tunnel;
step three, synchronously excavating and constructing a rear side tunnel section, a drainage tunnel body of the drainage tunnel and a rear side circuitous pilot tunnel section: when the rear side tunnel section is excavated to the position of the intersection behind the pilot tunnel, excavating construction is carried out on the tunnel section which is positioned at the front side of the intersection behind the pilot tunnel in the rear side tunnel section from back to front along the longitudinal extension direction of the tunnel; meanwhile, continuously excavating and constructing a drainage hole body of the drainage tunnel, and excavating and constructing a back side circuitous pilot tunnel section of the circuitous pilot tunnel from back to front from an intersection behind the pilot tunnel;
step four, front drainage hole body construction and circuitous pilot tunnel and tunnel main tunnel synchronous construction: the front drainage hole body is respectively provided with a plurality of construction sections from back to front, and each construction section is provided with an out-hole drainage hole group;
each hole outer drainage hole group comprises one or more rows of arch part drainage holes and a plurality of rows of side wall drainage holes which are arranged from back to front, wherein the plurality of rows of arch part drainage holes are arranged from back to front along the longitudinal extension direction of the front side hole body; each row of arch part drain holes comprise a plurality of arch part drain holes distributed on the outer side of the arch part of the front water drainage hole body from left to right, each arch part drain hole is a drilled hole drilled from back to front into a clastic rock steeply-inclined reverse-flushing water-rich fault layer, and each arch part drain hole is gradually inclined upwards from back to front; the orifices of all arch part drain holes in each row of arch part drain holes are uniformly distributed on the same cross section of the front side hole body;
each row of side wall drain holes comprises a left group of side wall drain holes and a right group of side wall drain holes which are symmetrically distributed on the outer sides of the left side wall and the right side wall of the front drainage hole body, one group of side wall drain holes in the two groups of side wall drain holes is positioned above the main tunnel of the constructed tunnel, and the other group of side wall drain holes is positioned above the circuitous guide pit; each group of side wall drain holes comprises a plurality of side wall drain holes arranged from top to bottom, and each side wall drain hole is horizontally arranged; the orifices of all the side wall drain holes in each row of side wall drain holes are uniformly distributed on the same cross section of the front side cavity body; each side wall drain hole is a drilled hole which is drilled into the detritus rock steep-dip reverse-flushing water-rich fault layer from back to front;
after the drainage hole body of the drainage hole is excavated, constructing the drainage hole body at the front part of the drainage hole from back to front along the longitudinal extension direction of the tunnel;
when a front drainage hole body of the drainage hole is constructed, a plurality of construction sections in the front drainage hole body are constructed from back to front respectively, and the construction methods of the construction sections are the same;
when any one construction section in the front drainage hole body is constructed, the process is as follows:
step 401, drain hole construction: drilling arch part drain holes and side wall drain holes of the external drainage hole group in the construction section by using a drilling machine to obtain the external drainage hole group formed by construction;
step 402, draining: draining water through the hole out water drainage hole group in the step 401;
step 403, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the working face of the construction section to obtain an advanced curtain grouting reinforcement structure of the construction section;
step 404, excavation construction: excavating the construction segment from back to front along the longitudinal extension direction of the tunnel;
after the construction of the construction sections in the front drainage tunnel body is completed, completing the construction process of the drainage tunnel;
in the step, in the process of constructing the front drainage hole body of the drainage hole, the excavation construction is carried out on the front part pilot tunnel section of the circuitous pilot tunnel from back to front along the extending direction of the tunnel, and meanwhile, the excavation construction is carried out on the middle tunnel section of the main tunnel of the constructed tunnel from back to front along the extending direction of the tunnel.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: in the fourth step, when the circuitous pilot tunnel is subjected to subsequent excavation construction from back to front along the extending direction of the tunnel, the tunnel face of the circuitous pilot tunnel is positioned behind the tunnel face of the front drainage tunnel body;
in the fourth step, when the middle tunnel section of the main tunnel of the constructed tunnel is excavated from back to front along the extending direction of the tunnel, the tunnel face of the middle tunnel section is positioned behind the tunnel face of the front drainage tunnel body.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: the front side tunnel section is divided into a front tunnel section positioned at the front side of the front intersection of the pilot tunnel and a rear tunnel section positioned at the rear side of the front intersection of the pilot tunnel;
and in the fourth step, when front drainage hole body construction and circuitous pilot tunnel and tunnel main tunnel synchronous construction are carried out, after circuitous pilot tunnel construction is completed, excavation construction is carried out on the front tunnel section of the front tunnel section from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavation construction is carried out on the rear tunnel section of the front tunnel section from front to back along the longitudinal extension direction of the tunnel.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: a tunnel main tunnel supporting structure is arranged in the constructed tunnel main tunnel, the tunnel main tunnel supporting structure comprises a first tunnel primary supporting structure for performing primary supporting on the excavated and formed constructed tunnel main tunnel and a first tunnel secondary lining arranged on the inner side of the first tunnel primary supporting structure, and the first tunnel primary supporting structure and the first tunnel secondary lining are supporting structures for performing full-section supporting on the constructed tunnel main tunnel;
a drainage tunnel supporting structure is arranged in the drainage tunnel, the drainage tunnel supporting structure comprises a second tunnel primary supporting structure for carrying out primary supporting on the excavated drainage tunnel and a second tunnel secondary lining arranged on the inner side of the second tunnel primary supporting structure, and the second tunnel primary supporting structure and the second tunnel secondary lining are supporting structures for carrying out full-section supporting on the drainage tunnel;
when the rear side tunnel section is excavated in the first step, the second step and the third step, the excavated and molded rear side tunnel section is supported from back to front along the longitudinal extension direction of the tunnel, and a constructed and molded tunnel main tunnel supporting structure is obtained;
when excavating construction is carried out on the middle tunnel section in the fourth step, the excavated and formed middle tunnel section is supported from back to front along the longitudinal extension direction of the tunnel, and a tunnel main tunnel supporting structure formed by construction is obtained;
when the drainage hole body of the drainage hole is excavated in the second step and the third step, supporting the excavated drainage hole from back to front along the longitudinal extension direction of the tunnel, and obtaining a supporting structure of the constructed drainage hole;
when each construction section is excavated in the fourth step, supporting the excavated and formed drainage tunnel from back to front along the longitudinal extension direction of the tunnel, and obtaining a drainage tunnel supporting structure formed by construction;
opening holes in a primary tunnel supporting structure and a secondary tunnel lining of a first tunnel in an area where the drainage tunnel intersection is located before excavating construction of a drainage tunnel body of the drainage tunnel from back to front from the drainage tunnel intersection to obtain a constructed drainage tunnel intersection;
and in the third step, before excavating construction is carried out on the rear roundabout pilot tunnel section of the roundabout pilot tunnel from back to front from the intersection behind the pilot tunnel, firstly, respectively opening holes in a primary tunnel supporting structure and a secondary tunnel lining of the area where the intersection behind the pilot tunnel is located, and obtaining the construction-molded intersection behind the pilot tunnel.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: the drainage tunnel and the roundabout pilot tunnel are auxiliary tunnels of the main tunnel of the constructed tunnel, and the intersection behind the pilot tunnel, the intersection before the pilot tunnel and the intersection of the drainage tunnel are auxiliary tunnel portals which are intersections of the auxiliary tunnels and the main tunnel of the constructed tunnel;
the method for opening the holes in the primary tunnel supporting structure and the secondary tunnel lining of the area where the drainage tunnel intersection is located is the same as the method for opening the holes in the primary tunnel supporting structure and the secondary tunnel lining of the area where the intersection is located after the pilot tunnel, and both the methods are auxiliary tunnel portal opening methods;
when the auxiliary tunnel entrance to a cave trompil method is adopted for trompil, the primary tunnel supporting structure and the secondary lining of the first tunnel in the area where the auxiliary tunnel entrance to a cave is located are respectively trompil, and the process is as follows:
step A1, opening a first tunnel secondary lining: opening a first tunnel secondary lining of the area where the auxiliary tunnel portal is located to obtain a second lining portal;
the structure of the secondary lining hole is the same as that of the auxiliary tunnel hole;
step A2, opening a primary supporting structure of the first tunnel: opening a hole in a primary supporting structure of a first tunnel in the area where the auxiliary tunnel portal is located to obtain a primary support portal;
the structure of the primary support hole is the same as that of the auxiliary tunnel hole;
step A3, supporting the opening: and B, supporting the primary support tunnel portal in the step A2 by using a circumferential steel arch, wherein the circumferential steel arch is a support frame for supporting the full section of the primary support tunnel portal, and the structure of the circumferential steel arch is the same as that of the primary support tunnel portal.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: an inclined shaft is arranged on the rear side of the drainage tunnel, the front end of the inclined shaft is intersected with the main tunnel under construction, the intersection of the front end of the inclined shaft and the main tunnel under construction is an inclined shaft intersection, and the inclined shaft intersection is located on the rear side of the drainage tunnel intersection; the inclined shaft is a drainage channel used for discharging water discharged from the drainage tunnel from the main tunnel of the constructed tunnel;
when the primary excavation construction of the rear side tunnel section is carried out in the first step, firstly, excavation construction is carried out on a tunnel section which is positioned at the rear side of the inclined shaft intersection in the rear side tunnel section from back to front along the longitudinal extension direction of the tunnel; after the rear side tunnel section is excavated to the position of the inclined shaft intersection, excavating construction is carried out on a tunnel section between the inclined shaft intersection and the drainage tunnel intersection in the rear side tunnel section from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavating construction is carried out on the inclined shaft from the inclined shaft intersection;
the arch part drain hole and the side wall drain hole are both stratum drain holes;
in step 402, when water is drained through the hole outside drainage hole group in step 401, water is drained into the drainage hole through drainage holes of all stratums in the hole outside drainage hole group, then the water is drained into the inclined shaft through a tunnel section between the inclined shaft intersection and the drainage hole intersection in the rear side tunnel section, and finally the water is drained through the inclined shaft after excavation.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: a water collecting pit is arranged in the rear side tunnel section and is positioned between the drainage tunnel intersection and the inclined shaft intersection; drainage ditches are arranged in the drainage tunnel and are distributed along the longitudinal extension direction of the drainage tunnel; the rear end of the drainage ditch is communicated with the water collecting pit;
an orifice pipe is coaxially arranged on an orifice of each stratum drain hole, the outer end of each orifice pipe is inserted into one stratum drain hole, a connecting flange is arranged at the inner end of each orifice pipe, and the inner end of each orifice pipe is connected with a drain pipe connected to the drain ditch through the connecting flange;
in step 402, when water is drained through the hole outside drainage hole group in step 401, water is drained into a drainage pipe through the hole opening pipe arranged in the drainage hole of each stratum, then the water is drained into the drainage ditch through the drainage pipe, and the water is drained into a water collection pit through the drainage ditch; and after the inclined shaft is excavated, draining water in the water collecting pit to the outer side of the inclined shaft through the inclined shaft.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: the lengths of the construction sections are the same, and the length of each construction section is 15-25 m; the front end surfaces of the front pit guiding section, the front water drainage hole body and the middle tunnel section are all positioned on the same plane;
the middle tunnel section is respectively provided with a plurality of main hole sections from back to front along the longitudinal extension direction of the tunnel, and the length of each main hole section is the same as that of the construction section;
in the fourth step, when the middle tunnel segment of the main tunnel of the constructed tunnel is excavated from back to front along the extending direction of the tunnel, the plurality of main tunnel segments are respectively excavated from back to front; the tunnel face of each main tunnel section is positioned behind the tunnel face of the front drainage tunnel body at the moment, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section;
the front pit guiding section is respectively provided with a plurality of pit guiding sections from back to front along the longitudinal extension direction of the tunnel, and the length of each pit guiding section is the same as that of the construction section;
in the fourth step, when the excavation construction is carried out on the front pit guiding section of the circuitous pit along the extending direction of the tunnel from back to front, the excavation construction is respectively carried out on the plurality of pit guiding sections from back to front; the tunnel face of each pit guiding section is located behind the tunnel face of the front drainage tunnel body, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: each pit guiding segment is provided with a pit guiding drainage hole group;
each pit guiding drainage hole group comprises one or more rows of vault drainage holes and a plurality of rows of side drainage holes which are arranged from back to front, and the vault drainage holes are arranged from back to front along the longitudinal extension direction of the front pit guiding section; each row of arch crown drain holes comprise a plurality of arch crown drain holes distributed on the outer side of the arch part of the front pit guiding section from left to right, each arch crown drain hole is a drilled hole drilled from back to front into a clastic rock steep reverse flushing rich water fault layer, and each arch crown drain hole is gradually inclined upwards from back to front; the orifices of all the arch-shaped drain holes in each row of the arch-shaped drain holes are uniformly distributed on the same cross section of the front pit guiding section;
each row of the lateral drain holes comprises a left group of lateral drain holes and a right group of lateral drain holes which are symmetrically arranged on the outer sides of the side walls on the left side and the right side of the front guide pit section, each group of the lateral drain holes comprises a plurality of lateral drain holes arranged from top to bottom, and each lateral drain hole is horizontally arranged; the orifices of all the lateral drain holes in each row of the lateral drain holes are uniformly distributed on the same cross section of the front pit guiding section; each side water discharging hole is a drilled hole which is drilled into the detritus rock steep reverse-flushing water-rich fault layer from back to front;
when the plurality of guide pit sections are subjected to excavation construction from back to front, the excavation construction methods of the plurality of guide pit sections are the same;
when any one of the front heading sections is constructed, the process is as follows:
step B1, drain hole construction: drilling a vault drain hole and a side drain hole of the guide pit drain hole group in the guide pit section by using a drilling machine to obtain the guide pit drain hole group formed by construction;
step B2, draining: draining water through the hole out water drainage hole group in the step 401;
step B3, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the tunnel face of the guide pit section to obtain an advanced curtain grouting reinforcement structure of the guide pit section;
step B4, excavation construction: excavating the pilot tunnel segment from back to front along the longitudinal extension direction of the tunnel;
and after the excavation construction of the plurality of guide pit sections in the front guide pit section is completed, completing the construction process of the front guide pit section.
The drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault is characterized by comprising the following steps of: the rear end of each construction section is provided with an in-hole plugging wall which is vertically arranged with the front side hole body and is a vertical plugging wall for plugging the front side hole body;
before the construction of the drainage hole in step 401, a hole inner blocking wall needs to be constructed at the rear end of the construction section, and the constructed hole inner blocking wall is located on the rear side of the tunnel face of the construction section and is abutted against the tunnel face of the construction section.
Compared with the prior art, the invention has the following advantages:
1. the method has the advantages of simple steps, reasonable design, simple and convenient construction and lower input cost.
2. The drainage tunnel is reasonable in arrangement position, the high-position drainage tunnel is arranged between the roundabout pilot tunnel and the tunnel main tunnel, water in the water-rich area on the clastic rock steep-dip reverse-impact water-rich fault is fully drained, the purpose of 'water diversion and pressure reduction' of the water-rich area on the clastic rock steep-dip reverse-impact water-rich fault is achieved, construction safety can be effectively guaranteed, the advanced grouting construction difficulty of the tunnel main tunnel and the roundabout pilot tunnel can be effectively reduced, and the construction progress can be accelerated while the construction safety and the tunnel construction quality are guaranteed.
3. The front drainage hole group outside the internal tunnel of the drainage tunnel body is reasonable in design, so that the full and effective drainage of the drainage tunnel, the main tunnel and the broken rock steep-dip backwash water-rich fault above the circuitous pilot tunnel can be realized, the construction is convenient, the lengths of the arch part drainage holes and the side wall drainage holes can be effectively controlled, the cost can be effectively saved, and the construction period can be shortened.
4. And (4) adopting a roundabout pilot tunnel to bypass the middle tunnel section, and constructing the tunnel section which is positioned at the front side of the intersection in front of the pilot tunnel in the main tunnel. When the tunnel section located on the front side of the intersection before the pilot tunnel in the constructed tunnel main tunnel is constructed, the tunnel section located between the intersection after the pilot tunnel and the intersection before the pilot tunnel in the constructed tunnel main tunnel can be constructed synchronously, so that the construction efficiency can be effectively improved, and the construction period can be shortened. And moreover, a larger distance exists between the roundabout pilot pit and the tunnel main tunnel, so that the construction of the roundabout pilot pit and the tunnel main tunnel is not influenced mutually, the construction process of the roundabout pilot pit is easy to control, and the construction process is safe and reliable.
5. The tunnel has good use effect and high practical value, adopts the mode that the high-position drainage tunnel is additionally arranged on the tunnel main tunnel side, and simultaneously the circuitous guide pit arranged on the same side of the tunnel main tunnel and the drainage tunnel form complementation on the drainage capacity, so that the added water in the fault layer is discharged to the maximum extent, and the construction safety of each tunnel face is ensured. The high-level drainage tunnel is adopted to reduce the water pressure and the drainage quantity in the fault layer, conditions are created for grouting reinforcement, the fault reinforcement effect is guaranteed, and curtain grouting water stop operation is completed quickly. Meanwhile, by adding the roundabout pilot pits, a new construction operation surface is provided, the construction efficiency of the tunnel fault zone is improved, and the construction period is effectively saved.
6. The method has wide application range, and can be effectively used for construction of spray-anchored underground excavation tunnels or underground structures with similar characteristics under the conditions of clastic rock water-rich sand-containing faults, complex stratum structures, large gushing water and sand gushing amount and the like.
In conclusion, the method has the advantages of reasonable design, simple and convenient construction and good use effect, provides a new construction working surface through the circuitous pilot tunnel, effectively improves the construction work efficiency of the tunnel, provides the high-position drainage tunnel between the tunnel main tunnel and the circuitous pilot tunnel, can discharge the supplied water in the fault layer to the maximum extent, reduces the water pressure in the fault layer in front of the tunnel face, ensures the construction safety of each tunnel face, and can effectively shorten the construction period.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention.
FIG. 2 is a schematic view showing a construction state before the front drainage hole body of the present invention is constructed.
FIG. 3 is a schematic view showing a construction state after the front part drainage hole body of the present invention is constructed.
FIG. 4 is a schematic diagram of the layout positions of a main tunnel, a circuitous pilot tunnel and a sluiceway of a tunnel constructed by the invention.
FIG. 5 is a schematic plan view showing the layout positions of the drainage hole groups of the roundabout pilot pits before the construction of the front pilot pit section.
Description of reference numerals:
1-roundabout pilot pit; 2, a drainage tunnel; 3-rear side tunnel section;
4-front side tunnel section; 5-middle tunnel section;
6, clastic rock steeply-inclined thrust water-rich fault;
7, a water collecting pit; 8-arch part drain hole; 9-side wall drain holes;
10-blocking wall in the hole; 11-plugging walls in the pilot holes; 12-blocking the wall by a main hole;
13-inclined shaft; 14-1 — primary support structure of the first tunnel;
14-2-a secondary tunnel primary support structure;
14-3-a primary support structure of a third tunnel;
15-1-secondary lining of a first tunnel;
15-2-secondary lining of a second tunnel;
15-3, secondary lining of a third tunnel; 18-arch crown drain hole;
19-side drain holes.
Detailed Description
In the drainage construction method for the tunnel passing through the clastic rock steep thrust water-rich fault, as shown in fig. 1, the constructed tunnel main tunnel is divided into a rear tunnel section 3, a front tunnel section 4 positioned at the front side of the rear tunnel section 3 and a middle tunnel section 5 which is connected between the rear tunnel section 3 and the front tunnel section 4 and passes through the clastic rock steep thrust water-rich fault 6, which are detailed in fig. 2, fig. 3 and fig. 4; a circuitous pilot tunnel 1 and a sluiceway 2 are arranged on the same side of the main tunnel of the constructed tunnel, and the circuitous pilot tunnel 1 and the sluiceway 2 are tunnel tunnels which pass through clastic rock from back to front and are steeply inclined towards a water-rich fault 6; the circuitous pilot tunnel 1 is a circuitous pilot tunnel formed by excavating between a rear side tunnel section 3 and a front side tunnel section 4, and the circuitous pilot tunnel 1 and a constructed tunnel main tunnel are arranged on the same horizontal plane; the circuitous pit 1 is divided into a rear side pit section, a middle pit section and a front side pit section from back to front, the front side pit section is positioned on the front side of the rear side pit section, the middle pit section is connected between the rear side pit section and the front side pit section, the middle pit section and a constructed tunnel main tunnel are arranged in parallel, the rear end of the rear side pit section is intersected with the rear side tunnel section 3, the intersection of the rear end of the rear side pit section and the rear side tunnel section is a pit guiding rear intersection, the front end of the front side pit section is intersected with the front side tunnel section 4, and the intersection of the front end of the front side pit section and the front side tunnel section is a pit guiding front intersection; the rear side pit guiding section is positioned at the rear side of the middle tunnel section 5;
the sluicing tunnel 2 comprises a rear side tunnel body and a front side tunnel body which is positioned on the front side of the rear side tunnel body and is arranged in parallel with the constructed tunnel main tunnel, the front side tunnel body is positioned above the side of the constructed tunnel main tunnel and is positioned between the constructed tunnel main tunnel and the middle pit guiding section, and the rear side tunnel body is a tunnel body which gradually inclines upwards from back to front; the rear end of the rear side tunnel body is intersected with the rear side tunnel section 3, the intersection of the rear side tunnel body and the rear side tunnel section is a drainage tunnel intersection, the drainage tunnel intersection and the drainage tunnel intersection are both positioned on the rear side of the middle tunnel section 5, and the drainage tunnel intersection and the rear side tunnel body are both positioned on the rear side of the drainage tunnel intersection;
the front side tunnel body is divided into a rear tunnel body and a front drainage tunnel body which is positioned at the front side of the rear tunnel body and penetrates through the clastic rock steep-dip backwash water-rich fault 6, and the rear tunnel body in the front side tunnel body form a drainage tunnel body of the drainage tunnel 2;
the middle pit guiding section is divided into a rear pit guiding section and a front pit guiding section which is positioned on the front side of the rear pit guiding section and penetrates through the clastic rock steep-dip backwash water-rich fault 6, and the rear side pit guiding section and the rear pit guiding section of the middle pit guiding section form a rear side roundabout pit guiding section of the roundabout pit 1;
when the drainage construction is carried out on the main tunnel, the method comprises the following steps:
step one, primary excavation construction of a rear side tunnel section: excavating the tunnel section which is positioned at the rear side of the intersection of the drainage tunnel in the rear side tunnel section 3 from back to front along the longitudinal extension direction of the tunnel;
step two, synchronously excavating and constructing the rear side tunnel section and the drainage tunnel body of the drainage tunnel: when the rear side tunnel section 3 is excavated to the position of the intersection of the drainage tunnel, excavating construction is carried out on the tunnel section between the intersection of the drainage tunnel and the intersection behind the guide pit in the rear side tunnel section 3 from back to front along the longitudinal extension direction of the tunnel, and simultaneously excavating construction is carried out on the drainage tunnel body of the drainage tunnel 2 from back to front from the intersection of the drainage tunnel;
step three, synchronously excavating and constructing a rear side tunnel section, a drainage tunnel body of the drainage tunnel and a rear side circuitous pilot tunnel section: when the rear side tunnel section 3 is excavated to the position of the intersection behind the pilot tunnel, excavating construction is carried out on the tunnel section, which is positioned at the front side of the intersection behind the pilot tunnel, in the rear side tunnel section 3 from back to front along the longitudinal extension direction of the tunnel; meanwhile, the excavation construction is continued to the drainage hole body of the drainage tunnel 2, and the excavation construction is carried out to the back side circuitous pilot tunnel section of the circuitous pilot tunnel 1 from back to front from the intersection behind the pilot tunnel;
step four, front drainage hole body construction and circuitous pilot tunnel and tunnel main tunnel synchronous construction: the front drainage hole body is respectively provided with a plurality of construction sections from back to front, and each construction section is provided with an out-hole drainage hole group;
with reference to fig. 4, each of the hole outer drain hole groups includes one or more rows of arch drain holes 8 and a plurality of rows of sidewall drain holes 9 arranged from back to front, and the plurality of rows of arch drain holes 8 are arranged from back to front along the longitudinal extension direction of the front side hole body; each row of arch part drain holes 8 comprises a plurality of arch part drain holes 8 which are arranged on the outer side of the arch part of the front water drainage hole body from left to right, each arch part drain hole 8 is a drilled hole which is drilled into the detritus rock steep-dip backwash water-rich fault 6 from back to front, and each arch part drain hole 8 is gradually inclined upwards from back to front; the orifices of all arch part drain holes 8 in each row of arch part drain holes 8 are uniformly distributed on the same cross section of the front side cavity body;
each row of side wall drain holes 9 comprises a left group of side wall drain holes 9 and a right group of side wall drain holes 9 which are symmetrically distributed on the outer sides of the left side wall and the right side wall of the front drainage hole body, one group of side wall drain holes 9 in the two groups of side wall drain holes 9 is positioned above the main tunnel under construction, and the other group of side wall drain holes 9 is positioned above the roundabout guide pit 1; each group of the side wall drain holes 9 comprises a plurality of side wall drain holes 9 which are arranged from top to bottom, and each side wall drain hole 9 is horizontally arranged; the orifices of all the side wall drain holes 9 in each row of the side wall drain holes 9 are uniformly distributed on the same cross section of the front side cavity body; each side wall drain hole 9 is a drilled hole which is drilled into the clastic rock steep-dip reverse-run water-rich fault 6 from back to front;
after the drainage hole body of the drainage hole 2 is excavated, constructing the drainage hole body at the front part of the drainage hole 2 from back to front along the longitudinal extension direction of the tunnel;
when the front drainage hole body of the drainage hole 2 is constructed, a plurality of construction sections in the front drainage hole body are constructed from back to front respectively, and the construction methods of the construction sections are the same;
when any one construction section in the front drainage hole body is constructed, the process is as follows:
step 401, drain hole construction: drilling arch part drain holes 8 and side wall drain holes 9 of the external drainage hole group in the construction section by using a drilling machine to obtain the external drainage hole group formed by construction;
step 402, draining: draining water through the hole out water drainage hole group in the step 401;
step 403, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the working face of the construction section to obtain an advanced curtain grouting reinforcement structure of the construction section;
step 404, excavation construction: excavating the construction segment from back to front along the longitudinal extension direction of the tunnel;
after the construction of the construction sections in the front drainage tunnel body is completed, completing the construction process of the drainage tunnel 2;
in the step, in the process of constructing the front drainage hole body of the drainage hole 2, the front pit guiding section of the circuitous pit guiding 1 is excavated from back to front along the tunnel extending direction, and the middle tunnel section 5 of the main tunnel of the constructed tunnel is excavated from back to front along the tunnel extending direction.
According to the common knowledge in the field, the advanced curtain grouting refers to the comprehensive reinforcement of soil in a certain range in front of the tunnel, and a waterproof curtain is formed around an excavation area to prevent the great risk of tunnel construction caused by groundwater seepage. In step 403, when the advanced curtain grouting is performed, the advance curtain grouting is performed on the rock stratum in front of the working face of the construction segment according to a conventional advance curtain grouting method.
Wherein, the circuitous pilot tunnel 1 and the constructed tunnel main tunnel are arranged on the same horizontal plane, which means that: the maximum excavation width position of the circuitous pilot tunnel 1 and the maximum excavation width position of the main tunnel of the constructed tunnel are distributed on the same horizontal plane. The clear distance between the front side hole body and the main tunnel of the constructed tunnel is 5-10 m. In this embodiment, the clear distance between the front side hole body and the main tunnel of the constructed tunnel is 7 m. During actual construction, the clear distance between the front side hole body and the main hole of the constructed tunnel can be correspondingly adjusted according to specific requirements. The clear distance between the front side hole body and the constructed tunnel main hole refers to the vertical distance between the bottom of the front side hole body and the top of the constructed tunnel main hole, and the bottom of the front side hole body is located above the side of the top of the constructed tunnel main hole.
In this embodiment, as shown in fig. 2, an in-hole blocking wall 10 is provided at the rear end of each construction segment, and the in-hole blocking wall 10 is vertically arranged with the front side hole body and is a vertical blocking wall for blocking the front side hole body;
before the drainage hole construction in step 401, an in-tunnel blocking wall 10 needs to be constructed at the rear end of the construction section, and the constructed in-tunnel blocking wall 10 is located at the rear side of the tunnel face of the construction section and is abutted against the tunnel face of the construction section.
Before any construction section is actually excavated, an in-hole plugging wall 10 is arranged at the rear end of the construction section. The blocking wall 10 in the hole can be used as a grout stop wall when advanced curtain grouting is carried out on the construction section, so that the practicability is high.
During actual construction, the lengths of the construction sections are the same, and the length of each construction section is 15-25 m. In this embodiment, the length of each construction segment is 20m, and the length of each construction segment can be correspondingly adjusted according to specific requirements.
In this embodiment, the front end faces of the front pit guiding section, the front drainage hole body and the middle tunnel section 5 are all located on the same plane.
In this embodiment, the middle tunnel segment 5 is a plurality of main tunnel segments respectively from back to front along the longitudinal extension direction of the tunnel, and the length of each main tunnel segment is the same as that of the construction segment;
in the fourth step, when the middle tunnel segment 5 of the main tunnel of the constructed tunnel is excavated from back to front along the extending direction of the tunnel, the plurality of main tunnel segments are respectively excavated from back to front; the tunnel face of each main tunnel section is positioned behind the tunnel face of the front drainage tunnel body at the moment, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section;
the front pit guiding section is respectively provided with a plurality of pit guiding sections from back to front along the longitudinal extension direction of the tunnel, and the length of each pit guiding section is the same as that of the construction section;
in the fourth step, when the front pit guiding section of the circuitous pit 1 is excavated from back to front along the extending direction of the tunnel, the excavation construction is respectively carried out on the plurality of pit guiding sections from back to front; the tunnel face of each pit guiding section is located behind the tunnel face of the front drainage tunnel body, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section.
And in order to drain water to the maximum extent, each pit guiding segment is provided with a pit guiding drainage hole group.
With reference to fig. 5, each of the pit guide drainage hole groups comprises one or more rows of dome drainage holes 18 and a plurality of rows of side drainage holes 19 arranged from back to front, the rows of dome drainage holes 18 being arranged from back to front along the longitudinal extension direction of the front pit guide section; each row of the arch top drainage holes 18 comprises a plurality of arch top drainage holes 18 which are arranged on the outer side of the arch part of the front pit guiding section from left to right, each arch top drainage hole 18 is a drilled hole which is drilled into the clastic rock steep reverse water-rich fault 6 from back to front, and each arch top drainage hole 18 is gradually inclined upwards from back to front; the orifices of all the arch-shaped drain holes 18 in each row of the arch-shaped drain holes 18 are uniformly distributed on the same cross section of the front pit guiding section;
each row of the side drain holes 19 comprises a left group of side drain holes 19 and a right group of side drain holes 19 which are symmetrically arranged on the outer sides of the side walls on the left side and the right side of the front guide pit section, each group of the side drain holes 19 comprises a plurality of side drain holes 19 arranged from top to bottom, and each side drain hole 19 is horizontally arranged; the orifices of all the lateral drain holes 19 in each row of the lateral drain holes 19 are uniformly distributed on the same cross section of the front pit guiding section; each side water drainage hole 19 is a drilled hole which is drilled into the detritus rock steep-dip backwash water-rich fault 6 from back to front;
when the plurality of guide pit sections are subjected to excavation construction from back to front, the excavation construction methods of the plurality of guide pit sections are the same;
when any one of the front heading sections is constructed, the process is as follows:
step B1, drain hole construction: drilling a vault drain hole 18 and a side drain hole 19 of the guide pit drain hole group in the guide pit section by using a drilling machine to obtain the guide pit drain hole group formed by construction;
step B2, draining: draining through the set of pilot hole drains of step B1;
step B3, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the tunnel face of the guide pit section to obtain an advanced curtain grouting reinforcement structure of the guide pit section;
step B4, excavation construction: excavating the pilot tunnel segment from back to front along the longitudinal extension direction of the tunnel;
and after the excavation construction of the plurality of guide pit sections in the front guide pit section is completed, completing the construction process of the front guide pit section.
In this embodiment, when the leading curtain grouting is performed in step B3, the leading curtain grouting is performed on the rock formation in front of the tunnel face of the heading section according to a conventional leading curtain grouting method.
In this embodiment, as shown in fig. 2, a pit guiding inner blocking wall 11 is disposed at the rear end of each pit guiding segment, and the pit guiding inner blocking wall 11 and the middle pit guiding segment are vertically disposed and are vertical blocking walls for blocking the front side tunnel body;
the guide pit inner plugging wall 11 is vertically arranged with the front guide pit section and is a vertical plugging wall for plugging the front guide pit section;
before the drainage hole construction in the step B1, an inner pilot tunnel blocking wall 11 needs to be constructed at the rear end of the pilot tunnel segment, and the constructed inner pilot tunnel blocking wall 11 is located at the rear side of the tunnel face of the pilot tunnel segment and is abutted against the tunnel face of the pilot tunnel segment.
Before any one of the pilot tunnel sections is actually excavated, a pilot tunnel inner plugging wall 11 is arranged at the rear end of the pilot tunnel section. The plugging wall 11 in the pilot tunnel can be used as a grout stop wall when advanced curtain grouting is carried out on the construction section, so that the practicability is high.
A front hole plugging wall 12 is arranged at the front part of the rear side tunnel section 3, the front hole plugging wall 12 is vertically arranged with the rear side tunnel section 3 and is a vertical plugging wall for plugging the rear side tunnel section 3; the main tunnel blocking wall 12 is abutted against the rear end face of the clastic rock steep-dip reverse-thrust water-rich fault 6 in the main tunnel of the constructed tunnel, and the tunnel inner blocking wall 10 and the pit inner blocking wall 11 are arranged in parallel with the main tunnel blocking wall 12.
The hole inner plugging wall 10 at the rear end of the last construction section in the front side hole body is a rear end hole inner plugging wall, the hole inner plugging wall 11 at the rear end of the front pit guide section is a rear end pit guide plugging wall, the rear end hole inner plugging wall and the rear end pit guide plugging wall are arranged on the same vertical surface and are positioned on the rear side of the main hole plugging wall 12, and the clear distance between the rear end hole inner plugging wall and the main hole plugging wall 12 is 2 m-5 m. Wherein, the clear distance between the rear-end hole inner plugging wall and the main hole plugging wall 12 refers to the horizontal distance between the front side wall of the rear-end hole inner plugging wall and the rear side wall of the main hole plugging wall 12.
In this embodiment, in a row of the arch drain holes 8 located at the foremost side in each construction section, the front end of each arch drain hole 8 is located at the front side of the front end face of the construction section; the apertures of all arch drain holes 8 in each of said construction sections are located behind the rear end face of that construction section. The front end of each side wall drainage hole 9 is positioned in front of the front end face of the construction section; the apertures of all side wall drain holes 9 in each construction section are located behind the rear end face of that construction section. Like this, can effectively ensure that all construction sections homoenergetic carry out abundant, effective drainage to can ensure to carry out abundant, effective drainage between two adjacent construction sections, effectively ensure construction safety.
Before any one construction section is excavated, a blocking wall 10 in a hole is constructed at the rear end of the construction section, and then a water discharge hole group outside the hole in the construction section is drilled; and then, draining water by utilizing the drilled hole outside water drainage hole group, dismantling the hole inner blocking wall 10 at the rear end of the construction segment after the water drainage is finished, and then performing excavation construction on the construction segment. The effective plugging is carried out through the plugging wall 10 in the hole, so that water gushing and sand gushing accidents can be ensured to happen in the front side hole in the drainage process of the construction section. And after sufficient and effective drainage, excavation construction is carried out on the construction segment, and construction safety can be effectively ensured.
In the embodiment, the orifices of all arch drainage holes 8 in each construction section are positioned at the rear side of the blocking wall 10 in the hole at the rear end of the construction section; the orifices of the drain holes 9 of all the side walls in each construction section are positioned at the rear side of the blocking wall 10 in the hole at the rear end of the construction section, so that the excavated front side hole body is safe in the effective drainage process.
The orifice of the arch drain hole 8 is a rear port thereof, and the orifice of the side wall drain hole 9 is a rear port thereof.
In this embodiment, in a row of the dome drain holes 18 located at the foremost side in each of the heading sections, the front end of each dome drain hole 18 is located at the front side of the front end face of the heading section; the apertures of all the dome drain holes 18 in each of the heading sections are located rearwardly of the rear face of that heading section. The front end of each lateral drain hole 19 is located in the front row of the lateral drain holes 19 located at the most front side in each heading section; the apertures of all the lateral drain holes 19 in each of said heading sections are located behind the rear end face of that heading section. Therefore, all the guide pit sections can be effectively drained sufficiently and effectively, and two adjacent guide pit sections can be drained sufficiently and effectively, so that the construction safety is effectively ensured.
Before any one of the pilot tunnel sections is excavated, constructing a pilot tunnel inner plugging wall 11 at the rear end of the pilot tunnel section, and drilling the hole outer drainage hole group in the pilot tunnel section; and then, draining water by utilizing the drilled hole outside water drainage hole group, dismantling the plugging wall 11 in the guide pit at the rear end of the guide pit section after the drainage is finished, and then excavating the guide pit section. Effectively block through shutoff wall 11 in the pilot tunnel, can ensure to carry out the drainage in-process to this pilot tunnel segment, water gushing, sand gushing accident take place in the front side cavity. And after sufficient and effective drainage, excavation construction is carried out on the guide pit segment, and construction safety can be effectively ensured.
In the present embodiment, the orifices of all the dome drain holes 18 in each heading section are located at the rear side of the plugging wall 11 in the heading at the rear end of the heading section; the orifices of all the lateral drain holes 19 in each heading section are positioned at the rear side of the blocking wall 10 in the tunnel at the rear end of the heading section, so that the excavated front tunnel body is safe in the effective drainage process.
The orifice of the dome drain hole 18 is its rear port, and the orifice of the side drain hole 19 is its rear port.
In this embodiment, the hole plugging wall 10, the pit guiding plugging wall 11 and the main hole plugging wall 12 are all concrete walls with a thickness of 20 cm. During actual construction, the wall thicknesses of the hole inner plugging wall 10, the pit inner plugging wall 11 and the main hole plugging wall 12 can be respectively adjusted according to specific requirements.
In order to ensure the water drainage effect, the lengths of the arch part drainage holes 8 and the side wall drainage holes 9 entering the clastic rock steep-dip backwash water-rich fault 6 are not less than 10 m. During actual construction, the lengths of the arch part water drainage holes 8 and the side wall water drainage holes 9 entering the clastic rock steep-dip reverse water-rich fault 6 can be correspondingly adjusted according to specific requirements.
In this embodiment, the front end face of the front side tunnel body and the front end face of the clastic rock steep-dip thrust water-rich fault 6 in the main tunnel of the constructed tunnel are located on the same vertical plane.
In order to improve the construction speed and ensure the construction safety, the distance between the intersection behind the pilot tunnel and the rear end surface of the middle tunnel section 5 is 50-100 m. The distance between the drainage tunnel intersection and the rear end face of the middle tunnel section 5 is 120-180 m. And the distance between the intersection before the pilot tunnel and the front end surface of the middle tunnel section 5 is 20-60 m. In this embodiment, the distance between the intersection after the pit guide and the rear end face of the middle tunnel section 5 is 70m, the distance between the intersection of the drainage tunnel and the rear end face of the middle tunnel section 5 is 150m, and the distance between the intersection before the pit guide and the front end face of the middle tunnel section 5 is 40 m. The rear end face of the middle tunnel section 5 is the front end face of the main tunnel blocking wall 12, and the front end face of the middle tunnel section 5 is the front end face of the clastic rock steep-dip thrust water-rich fault 6 in the main tunnel of the constructed tunnel.
During actual construction, the distance between the intersection behind the pilot tunnel and the rear end face of the middle tunnel section 5, the distance between the intersection of the drainage tunnel and the rear end face of the middle tunnel section 5, and the distance between the intersection before the pilot tunnel and the front end face of the middle tunnel section 5 can be respectively and correspondingly adjusted according to specific requirements.
To ensure construction safety, the in-tunnel blocking wall 10 is located on the rear side of the rear end face of the clastic rock steep-dip backwash water-rich fault 6 in the drainage tunnel 2.
In the embodiment, an inclined shaft 13 is arranged at the rear side of the drainage tunnel 2, the front end of the inclined shaft 13 is intersected with the main tunnel under construction, the intersection of the front end of the inclined shaft and the main tunnel under construction is an inclined shaft intersection, and the inclined shaft intersection is positioned at the rear side of the intersection of the drainage tunnel; the inclined shaft 13 is a drainage channel for discharging water discharged from the drainage tunnel 2 from the main tunnel of the constructed tunnel;
when the preliminary excavation construction of the rear side tunnel section is carried out in the first step, firstly, excavation construction is carried out on the tunnel section which is positioned at the rear side of the inclined shaft intersection in the rear side tunnel section 3 from back to front along the longitudinal extension direction of the tunnel; after the rear side tunnel section 3 is excavated to the position of the inclined shaft intersection, excavating construction is carried out on the tunnel section between the inclined shaft intersection and the drainage tunnel intersection in the rear side tunnel section 3 from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavating construction is carried out on the inclined shaft 13 from the inclined shaft intersection;
the arch part drain hole 8 and the side wall drain hole 9 are both stratum drain holes;
in step 402, when water is drained through the hole outside drainage hole group in step 401, water is drained into the drainage tunnel 2 through the drainage holes of each stratum in the hole outside drainage hole group, then the water is drained into the inclined shaft 13 through the tunnel section between the inclined shaft intersection and the drainage tunnel intersection in the rear side tunnel section 3, and finally the water is drained through the inclined shaft 13 after excavation.
The aperture of the stratum drainage hole is phi 100 mm-phi 120mm, and an orifice pipe is coaxially arranged at the orifice of each stratum drainage hole.
In this embodiment, the dome drain hole 18 and the side drain hole 19 are the formation drain holes. And an orifice pipe is coaxially arranged on the orifice of each stratum drain hole.
As shown in fig. 2, a sump 7 is arranged in the rear tunnel section 3, and the sump 7 is located between the drainage tunnel intersection and the inclined shaft intersection; drainage ditches are arranged in the drainage tunnel 2 and are distributed along the longitudinal extension direction of the drainage tunnel 2; the rear end of the drainage ditch is communicated with a water collecting pit 7. Meanwhile, the drainage ditch is arranged in the circuitous guide pit 1.
An orifice pipe is coaxially arranged on an orifice of each stratum drain hole, in order to facilitate drainage, the outer end of each orifice pipe is inserted into one stratum drain hole, the inner end of each orifice pipe is provided with a connecting flange, and the inner end of each orifice pipe is connected with a drain pipe connected to the drainage ditch through the connecting flange;
when water is drained through the hole outside drainage hole group in the step 401 in the step 402, water is drained into a drainage pipe through the hole opening pipe arranged in the drainage hole of each stratum, then the water is drained into the drainage ditch in the drainage hole 2 through the drainage pipe, and the water is drained into the water collection pit 7 through the drainage ditch; and after the inclined shaft 13 is excavated, discharging water in the water collecting pit 7 to the outer side of the inclined shaft 13 through the inclined shaft 13.
When water is drained through the pit guiding and draining hole group in the step B1 in the step B2, water is drained into a draining pipe through the hole port pipe arranged in each stratum draining hole, then the water is drained into the draining ditch in the roundabout pit 1 through the draining pipe, and the water is drained into the water collecting pit 7 through the draining ditch; and after the inclined shaft 13 is excavated, discharging water in the water collecting pit 7 to the outer side of the inclined shaft 13 through the inclined shaft 13.
In addition, a water pressure detection device is installed at the joint between the orifice pipe and the drainage pipe, so that the drainage pressure of the drainage holes in each stratum can be monitored in real time. In this embodiment, a filter screen is arranged in the orifice pipe in the direction facing the water.
Therefore, when water is drained actually, water in the front drainage hole body flows through the drainage pipe and is guided to the water collecting pit 7 in the main hole of the constructed tunnel through the drainage ditch, a pump station is adopted and is simply, conveniently and quickly pumped and drained to the outside of the inclined shaft 13 through the inclined shaft 13, and the water can be drained along the slope after the inclined shaft 13 is communicated with the inclined shaft. And similarly, water in the front guide pit section flows through the drainage pipe and is guided to the sump pit 7 in the main tunnel of the constructed tunnel by the drainage ditch, a pump station is adopted and is simply, conveniently and quickly pumped and drained out of the inclined shaft 13 through the inclined shaft 13, and the water can be drained along the slope after the inclined shaft 13 is communicated with the inclined shaft.
In this embodiment, the length of the orifice pipe is 2.5m to 3.5m, and the outer diameter of the orifice pipe is larger than the aperture of the formation drainage hole.
In this embodiment, the aperture of the formation drainage hole is phi 110 mm. The orifice tube has an inner diameter of phi 108mm and a wall thickness of 9 mm.
During actual construction, the aperture of the formation drain hole and the size of the orifice pipe can be adjusted correspondingly according to specific requirements.
In this embodiment, each row of the arch part drain holes 8 includes 3 arch part drain holes 8, the 3 arch part drain holes 8 are respectively a middle drain hole arranged right above the front side hole body and a left side drain hole and a right side drain hole symmetrically arranged on the left and right sides of the middle drain hole, the middle drain hole is arranged along the longitudinal extension direction of the front side hole body, the left side drain hole is gradually inclined to the left from back to front, and the right side drain hole is gradually inclined to the right from back to front. The distance between the front port of the left side drain hole and the front port of the right side drain hole is the same as the excavation width of the front side cavity, wherein the excavation width of the front side cavity refers to the maximum excavation width of the excavation outline of the front side cavity. Thus, the drainage effect of the area where the front side tunnel body is located can be effectively ensured by the arch drainage hole 8, and the length of the arch drainage hole 8 can be effectively controlled, so that the cost can be effectively saved, and the construction period can be shortened.
In this embodiment, each row of the arch top drain holes 8 includes 3 arch top drain holes 8, the 3 arch top drain holes 8 are respectively a central arch portion drain hole arranged right above the front pit guiding section and a left side wall outer drain hole and a right side wall outer drain hole symmetrically arranged on the left and right sides of the central arch portion drain hole, the central arch portion drain holes are arranged along the longitudinal extending direction of the front pit guiding section, the left side wall outer drain holes are gradually inclined to the left from the back to the front, and the right side wall outer drain holes are gradually inclined to the right from the back to the front. And the front port of the water discharge hole on the left side wall is positioned on the right side of the main tunnel.
As can be seen from the above, drainage systems are provided in the sluicing tunnel 2 and the roundabout pit 1, and the construction progress of the roundabout pit 1 is slower than that of the sluicing tunnel 2, so that after the sluicing tunnel 2 is drained, supplementary drainage can be performed again through the roundabout pit 1, and drainage of the sluicing tunnel 2 and the roundabout pit 1 is supplemented, so that maximum drainage can be realized. Meanwhile, the arrangement of the drainage system in the roundabout pilot pit 1 can effectively reduce the advanced curtain grouting difficulty of the roundabout pilot pit 1, and ensures that the roundabout pilot pit 1 is simple, convenient and rapid to construct, and the construction process is safe and reliable.
In this embodiment, the length of the leading curtain grouting reinforcement structure in step 402 is not less than the longitudinal length of the construction segment.
In order to ensure the drainage effect and further improve the construction difficulty, the final hole positions of the arch part drain hole 8 and the side wall drain hole 9 are both positioned outside the advanced curtain grouting reinforcement structure of the construction section, namely the front ends of the arch part drain hole 8 and the side wall drain hole 9 are both positioned outside the advanced curtain grouting reinforcement structure, so that the advanced curtain grouting reinforcement effect of the construction section can be effectively ensured.
Similarly, the final hole positions of the arch crown drain hole 18 and the lateral drain hole 19 are both located outside the advanced curtain grouting reinforcement structure of the guide pit section, that is, the front ends of the arch crown drain hole 18 and the lateral drain hole 19 are both located outside the advanced curtain grouting reinforcement structure, so that the advanced curtain grouting reinforcement effect of the guide pit section can be effectively ensured.
The rear side pit guiding section is a tunnel section which is gradually inclined outwards from back to front, and the front side pit guiding section is a tunnel section which is gradually inclined inwards from back to front. In this embodiment, horizontal included angles between the rear side pit sections, the front side pit sections, and the rear side tunnel bodies and the main tunnel of the constructed tunnel are all 60 °. And the horizontal included angle between the rear side tunnel body and the main tunnel of the constructed tunnel is 60 degrees.
The distance between the orifices of the arch drain holes 8 in the two rows of arch drain holes 8 in each hole outer drain hole group is 2 m-5 m, and the distance between the orifices of the side wall drain holes 9 in the two adjacent rows of side wall drain holes 9 is 2 m-5 m. In this way, the plurality of arch drain holes 8 and the plurality of side wall drain holes 9 can effectively ensure the drainage effect in the drainage tunnel 2, and ensure sufficient drainage.
And the distance between the orifices of the arch-top drainage holes 18 in the two rows of arch-top drainage holes 18 in each pit guiding drainage hole group is 2 m-5 m, and the distance between the orifices of the side drainage holes 19 in the two adjacent rows of side drainage holes 19 is 2 m-5 m. Thus, the plurality of dome drain holes 18 and the plurality of side drain holes 19 can effectively ensure the drainage effect in the bypass guide pit 1, and ensure sufficient drainage.
In order to ensure that the rock mass above the constructed tunnel main tunnel and the roundabout pit 1 can be fully drained, the horizontal distance between the front ends of all the side wall drain holes 9 in the front side tunnel body above the constructed tunnel main tunnel and the longitudinal center line of the front side tunnel body is not less than d1, wherein d1 is the horizontal distance between the longitudinal center line of the front side tunnel body and the longitudinal center line of the constructed tunnel main tunnel. Meanwhile, the horizontal distance between the front ends of all the side wall drain holes 9 in the front side cavity above the roundabout pit 1 and the longitudinal center line of the front side cavity is not less than d2, wherein d2 is the horizontal distance between the longitudinal center line of the front side cavity and the longitudinal center line of the roundabout pit 1.
In this embodiment, horizontal distances between the front ends of all the side wall drain holes 9 in the front side tunnel above the main tunnel to be constructed and the longitudinal center line of the front side tunnel are d1, and horizontal distances between the front ends of all the side wall drain holes 9 in the front side tunnel above the roundabout pit 1 and the longitudinal center line of the front side tunnel are d 2. Therefore, the drainage effect can be effectively ensured, the sufficient drainage is ensured, meanwhile, the length of the side wall drain hole 9 can be effectively controlled, the cost can be effectively saved, and the construction period can be reduced.
In this embodiment, the distance between the orifices of two adjacent arch drain holes 8 in each row of the arch drain holes 8 is 1.8m to 2.2m, and the distance between two adjacent upper and lower side wall drain holes 9 in each group of the side wall drain holes 9 is 2m to 3 m.
During actual construction, the clear distance between the front side hole body and the main tunnel of the constructed tunnel is 8-9 m, and the clear distance between the middle pilot tunnel section and the main tunnel of the constructed tunnel is 26-30 m.
And the excavation sections of the roundabout pilot tunnel 1 and the drainage tunnel 2 are smaller than the excavation section of the main tunnel of the constructed tunnel. In this embodiment, the roundabout pilot tunnel 1 and the sluicehole 2 are auxiliary tunnels of the main tunnel of the constructed tunnel.
According to the common knowledge in the art, a tunnel main tunnel is relative to an auxiliary tunnel, the tunnel main tunnel is a tunnel hole which needs to be constructed and formed, and when the tunnel main tunnel is constructed, the auxiliary tunnel, such as a slant well, a tunnel cross tunnel, a pilot tunnel and the like, needs to be constructed. The roundabout guide pit 1 and the drainage tunnel 2 are single-lane auxiliary tunnel type sections, the width of the excavation section (namely the excavation width and the maximum excavation width of the excavation outline) of the roundabout guide pit 1 and the drainage tunnel 2 is 3.8 m-6 m, and the excavation height of the roundabout guide pit 1 and the drainage tunnel 2 is 3.5 m-5 m. Therefore, the roundabout pilot tunnel 1 and the sluicehole 2 are small-section tunnels, and although the roundabout pilot tunnel 1 and the sluicehole 2 both pass through the clast rock steep-dip backwash water-rich fault 6, the construction difficulty of the roundabout pilot tunnel 1 and the sluicehole 2 is greatly reduced and the construction risk of the roundabout pilot tunnel 1 and the sluicehole 2 is also greatly reduced compared with that of a constructed tunnel main tunnel.
In addition, the roundabout pilot pit 1 is far away from a main tunnel of a constructed tunnel, and the roundabout pilot pit 1 selects a position where the clastic rock steep dip thrust water-rich fault 6 has a relatively good stratum structure, so that the construction difficulty and the construction risk are further reduced. The construction difficulty of the middle tunnel section 5 passing through the clastic rock steep-dip reverse-flushing water-rich fault 6 is very high, and the construction is time-consuming, and the tunnel section located on the front side of the intersection in front of the pilot tunnel can be constructed by bypassing the middle tunnel section 5 after the roundabout pilot tunnel 1 is adopted. When the tunnel section positioned on the front side of the intersection before the pilot tunnel in the constructed tunnel main tunnel is constructed, the tunnel section positioned between the intersection after the pilot tunnel and the intersection before the pilot tunnel in the constructed tunnel main tunnel can be constructed synchronously, so that the construction efficiency can be effectively improved, and the construction period can be shortened; and the tunnel sections between the intersection behind the pilot tunnel and the intersection before the pilot tunnel in the main tunnel can be oppositely constructed from the intersection behind the pilot tunnel and the intersection before the pilot tunnel, so that the time can be further saved, and the construction period can be further shortened.
In this embodiment, the clear distance between the front side tunnel body and the main tunnel of the constructed tunnel is 8.4m, and the clear distance between the middle pilot tunnel section and the main tunnel of the constructed tunnel is 28.4 m.
During actual construction, the clear distance between the front side hole body and the main tunnel to be constructed and the clear distance between the middle pilot tunnel section and the main tunnel to be constructed can be correspondingly adjusted according to specific requirements.
In this embodiment, the front hole body is an inclined hole body which gradually inclines upwards from back to front, and the slope of the front hole body is 8% to 11%.
In this embodiment, the inclined shaft 13 is an auxiliary gallery of the main tunnel.
During actual construction, when the circuitous pilot tunnel 1 is subjected to subsequent excavation construction from back to front along the extending direction of the tunnel in the fourth step, the tunnel face of the circuitous pilot tunnel 1 is positioned behind the tunnel face of the front drainage tunnel body;
in the fourth step, when the middle tunnel section 5 of the main tunnel of the constructed tunnel is excavated from back to front along the tunnel extension direction, the tunnel face of the middle tunnel section 5 is located behind the tunnel face of the front drainage tunnel body. In this way, the construction safety of the bypass guide pit 1 and the middle tunnel segment 5 can be effectively ensured.
In this embodiment, the front tunnel segment 4 is divided into a front tunnel segment located at the front side of the intersection before the pit guide and a rear tunnel segment located at the rear side of the intersection before the pit guide;
when carrying out anterior sluicing cave body construction and circuitous pilot tunnel and the positive hole synchronous construction in tunnel in the fourth step, treat circuitous pilot tunnel 1 construction completion back, carry out excavation construction to the anterior tunnel section of front side tunnel section 4 along tunnel longitudinal extension direction by backward forward, carry out excavation construction to the rear portion tunnel section of front side tunnel section 4 along tunnel longitudinal extension direction by forward backward simultaneously, therefore can effectively improve the construction progress, shorten construction period. And, in the middle tunnel 5 construction process, the front side tunnel section 4 can be constructed synchronously.
In the embodiment, a tunnel main tunnel supporting structure is arranged in a constructed tunnel main tunnel, the tunnel main tunnel supporting structure comprises a first tunnel primary supporting structure 14-1 for performing primary supporting on the excavated and formed constructed tunnel main tunnel and a first tunnel secondary lining 15-1 arranged on the inner side of the first tunnel primary supporting structure 14-1, and the first tunnel primary supporting structure 14-1 and the first tunnel secondary lining 15-1 are supporting structures for performing full-section supporting on the constructed tunnel main tunnel;
a drainage tunnel supporting structure is arranged in the drainage tunnel 2, the drainage tunnel supporting structure comprises a second tunnel primary supporting structure 14-2 for performing primary supporting on the drainage tunnel 2 formed by excavation and a second tunnel secondary lining 15-2 arranged on the inner side of the second tunnel primary supporting structure 14-2, and the second tunnel primary supporting structure 14-2 and the second tunnel secondary lining 15-2 are supporting structures for performing full-section supporting on the drainage tunnel 2;
when the rear side tunnel section 3 is excavated in the first step, the second step and the third step, the excavated and molded rear side tunnel section 3 is supported from back to front along the longitudinal extension direction of the tunnel, and a constructed and molded tunnel main tunnel supporting structure is obtained;
when excavating construction is carried out on the middle tunnel section 5 in the fourth step, the middle tunnel section 5 formed by excavation is supported from back to front along the longitudinal extension direction of the tunnel, and a tunnel main tunnel supporting structure formed by construction is obtained;
when the drainage hole body of the drainage hole 2 is excavated in the second step and the third step, the excavated drainage hole 2 is supported from back to front along the longitudinal extension direction of the tunnel, and a constructed and formed drainage hole supporting structure is obtained;
in the fourth step, when each construction section is excavated, the excavated drainage tunnel 2 is supported from back to front along the longitudinal extension direction of the tunnel, and a drainage tunnel supporting structure formed by construction is obtained;
in the second step, before excavating construction is carried out on a drainage tunnel body of a drainage tunnel 2 from back to front from the drainage tunnel intersection, firstly, holes are respectively formed in a primary tunnel supporting structure 14-1 and a secondary tunnel lining 15-1 of an area where the drainage tunnel intersection is located, and the drainage tunnel intersection formed by construction is obtained;
in the third step, before excavating construction is carried out on the rear side roundabout pit guiding section of the roundabout pit 1 from back to front from the intersection behind the pit guiding, firstly, holes are respectively formed in the first tunnel primary supporting structure 14-1 and the first tunnel secondary lining 15-1 of the area where the intersection behind the pit guiding is located, and the constructed and formed intersection behind the pit guiding is obtained.
In the embodiment, the drainage tunnel 2 and the roundabout pilot tunnel 1 are auxiliary tunnels of a main tunnel to be constructed, the intersection behind the pilot tunnel, the intersection before the pilot tunnel and the drainage tunnel intersection are auxiliary tunnel portals, and the auxiliary tunnel portal is an intersection where the auxiliary tunnel intersects with the main tunnel to be constructed;
the method for opening the holes of the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 in the area where the drainage tunnel intersection is located is the same as the method for opening the holes of the first tunnel primary support structure 14-1 and the first tunnel secondary lining 15-1 in the area where the intersection is located after the pit is led, and both the methods are auxiliary tunnel hole opening methods;
when the auxiliary tunnel entrance hole opening method is adopted for opening holes, the primary tunnel supporting structure 14-1 and the secondary tunnel lining 15-1 of the area where the auxiliary tunnel entrance hole is located are opened with the following steps:
step A1, opening a first tunnel secondary lining: opening a hole in a first tunnel secondary lining 15-1 in the area where the auxiliary tunnel hole is located to obtain a second lining hole;
the structure of the secondary lining hole is the same as that of the auxiliary tunnel hole;
step A2, opening a primary supporting structure of the first tunnel: opening a hole in the primary supporting structure 14-1 of the first tunnel in the area where the auxiliary tunnel entrance is located to obtain a primary support entrance;
the structure of the primary support hole is the same as that of the auxiliary tunnel hole;
step A3, supporting the opening: and B, supporting the primary support tunnel portal in the step A2 by using a circumferential steel arch, wherein the circumferential steel arch is a support frame for supporting the full section of the primary support tunnel portal, and the structure of the circumferential steel arch is the same as that of the primary support tunnel portal.
In this embodiment, the inclined shaft intersection is the auxiliary tunnel portal, and before the inclined shaft 13 is excavated from the inclined shaft intersection, the primary tunnel supporting structure 14-1 and the secondary tunnel lining 15-1 in the area where the inclined shaft intersection is located are perforated respectively to obtain the construction-molded inclined shaft intersection.
The hole opening method for respectively opening the primary supporting structure 14-1 of the first tunnel and the secondary lining 15-1 of the first tunnel in the area of the inclined shaft intersection is an auxiliary tunnel hole opening method.
In order to ensure the structure to be stable, a pilot pit supporting structure is arranged in the roundabout pilot pit 1, the pilot pit supporting structure comprises a third tunnel primary supporting structure 14-3 for performing primary supporting on the roundabout pilot pit 1 formed by excavation and a third tunnel secondary lining 15-3 arranged on the inner side of the third tunnel primary supporting structure 14-3, and the third tunnel primary supporting structure 14-3 and the third tunnel secondary lining 15-3 are supporting structures for performing full-section supporting on the roundabout pilot pit 1. When actually excavating the circuitous pilot tunnel 1, the circuitous pilot tunnel 1 formed by excavation is supported from back to front, and the pilot tunnel supporting structure formed by construction is obtained.
In this embodiment, the first tunnel secondary lining 15-1 is a reinforced concrete structure, the first tunnel primary support structure 14-1 includes a plurality of full-face support frames which are arranged from back to front and support the full-face of the constructed tunnel main tunnel, and an anchor net-jet primary support structure which supports the full-face of the constructed tunnel main tunnel, the plurality of full-face support frames have the same structure and size and are uniformly arranged, and the shape of each full-face support frame is the same as the shape of the cross section of the constructed tunnel main tunnel; the anchor net spraying primary support structure is a primary support structure formed by construction through a net spraying support method, the net spraying primary support structure comprises a reinforcing mesh hung in a constructed tunnel main hole and a concrete spraying layer formed by a layer of concrete sprayed on the inner wall of the constructed tunnel main hole, and the reinforcing mesh and the full-section support frame are buried in the concrete spraying layer. The front and back adjacent two full-section supporting frames are fastened and connected through a plurality of longitudinal connecting pieces.
In this embodiment, when the first tunnel secondary lining is opened in step a1, firstly, a measurement lofting is performed on the arch wall of the first tunnel secondary lining 15-1, and an excavation contour line of the opening of the auxiliary gallery is marked; simultaneously, marking the excavation contour lines of the two lining holes, enlarging the excavation section of the two lining holes by 20cm compared with the excavation section of the auxiliary tunnel hole (namely the excavation contour lines of the two lining holes are positioned at the outer side of the excavation contour line of the auxiliary tunnel hole and the distance between the two is 20cm), ensuring the lap joint of the reinforcing steel bars (hereinafter referred to as second lining reinforcing steel bars) of the first tunnel secondary lining 15-1 and the waterproof plate, performing circular cutting on the concrete (hereinafter referred to as second lining concrete) of the first tunnel secondary lining 15-1 by adopting a handheld cutting machine, ensuring that the second lining reinforcing steel bars are not damaged, breaking the second lining concrete by adopting a breaking hammer after the circular cutting is finished, firstly chiseling the middle part, and 20cm of manual work is reserved at the excavation contour line of the two lining openings, and an air pick is adopted to chisel the excavation contour line, so that the two lining openings are ensured to be neat in concrete and the waterproof plate is not damaged. And after the second lining concrete is broken, cutting the second lining reinforcing steel bars and the waterproof board, wherein the second lining reinforcing steel bars and the waterproof board are cut by a cutting machine, the second lining reinforcing steel bars and the waterproof board are reserved with enough lap joint length, the second lining reinforcing steel bars are reserved with lap joint length of 70cm, and the waterproof board is reserved with lap joint length of 60 cm.
When the first tunnel primary support structure is perforated in the step A2, the excavation section of the primary support opening is enlarged by 10cm compared with the excavation section of the auxiliary tunnel opening (the excavation contour line of the primary support opening is located on the outer side of the excavation contour line of the auxiliary tunnel opening, the distance between the excavation contour line and the auxiliary tunnel opening is 10cm), a concrete spraying layer of the first tunnel primary support structure 14-1 is chiseled by a breaking hammer, and two liners of reserved steel bars and a waterproof plate are well protected in the chiseling process.
After a concrete spraying layer of the first tunnel primary supporting structure 14-1 is chiseled, cutting the full-section supporting frame (namely a primary steel arch) in the first tunnel primary supporting structure 14-1, reinforcing the primary steel arch by adopting a 3m long lockpin anchor pipe before cutting the primary steel arch, and simultaneously reinforcing by adopting the annular steel arch, wherein the annular steel arch is fixedly connected with the full-section supporting frame (namely the full-section supporting frame after cutting) in the area where the auxiliary gallery entrance to the tunnel is located, so that the arch foot of the full-section supporting frame after cutting is not suspended.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (10)
1. A tunnel drainage construction method for passing through a clastic rock steep thrust water-rich fault is characterized by comprising the following steps: the constructed tunnel main tunnel is divided into a rear side tunnel section (3), a front side tunnel section (4) located on the front side of the rear side tunnel section (3) and a middle tunnel section (5) which is connected between the rear side tunnel section (3) and the front side tunnel section (4) and penetrates through a clastic rock steep-dip thrust water-rich fault (6); a circuitous pilot tunnel (1) and a sluiceway (2) are arranged on the same side of the main tunnel of the constructed tunnel, and the circuitous pilot tunnel (1) and the sluiceway (2) are tunnel tunnels which pass through clastic rock from back to front and are steeply inclined and reversely impacted with water-rich faults (6); the circuitous pilot tunnel (1) is a circuitous pilot tunnel formed by excavating between a rear side tunnel section (3) and a front side tunnel section (4), and the circuitous pilot tunnel (1) and a constructed tunnel main tunnel are arranged on the same horizontal plane; the roundabout pilot pit (1) is divided into a rear pilot pit section, a middle pilot pit section and a front pilot pit section from back to front, the front pilot pit section is located on the front side of the rear pilot pit section, the middle pilot pit section is connected between the rear pilot pit section and the front pilot pit section, the middle pilot pit section and a constructed tunnel main tunnel are arranged in parallel, the rear end of the rear pilot pit section is intersected with the rear tunnel section (3), the intersection of the rear pilot pit section and the rear tunnel section is a pilot pit rear intersection, the front end of the front pilot pit section is intersected with the front tunnel section (4), and the intersection of the front pilot pit section and the front tunnel section is a pilot pit front intersection; the rear side pit guiding section is positioned at the rear side of the middle tunnel section (5);
the drainage tunnel (2) comprises a rear side tunnel body and a front side tunnel body which is positioned on the front side of the rear side tunnel body and is arranged in parallel with the constructed tunnel main tunnel, the front side tunnel body is positioned above the side of the constructed tunnel main tunnel and is positioned between the constructed tunnel main tunnel and the middle pit guiding section, and the rear side tunnel body is a tunnel body which gradually inclines upwards from back to front; the rear end of the rear side tunnel body is intersected with the rear side tunnel section (3), the intersection of the rear end of the rear side tunnel body and the rear side tunnel section is a drainage tunnel intersection, the drainage tunnel intersection and the drainage tunnel intersection are both positioned on the rear side of the middle tunnel section (5), and the drainage tunnel intersection and the rear side tunnel body are both positioned on the rear side of the drainage tunnel intersection;
the front side cave body is divided into a rear cave body and a front drainage cave body which is positioned at the front side of the rear cave body and penetrates through a clastic rock steep-dip thrust water-rich fault (6), and the rear cave body in the front cave body form a drainage cave body of the drainage cave (2);
the middle pit guiding section is divided into a rear pit guiding section and a front pit guiding section which is positioned on the front side of the rear pit guiding section and penetrates through a clastic rock steep-dip thrust water-rich fault (6), and the rear pit guiding section of the rear side pit guiding section and the rear pit guiding section of the middle pit guiding section form a rear roundabout pit guiding section of the roundabout pit guiding (1);
when the drainage construction is carried out on the main tunnel, the method comprises the following steps:
step one, primary excavation construction of a rear side tunnel section: excavating the tunnel section which is positioned at the rear side of the intersection of the drainage tunnel in the rear side tunnel section (3) from back to front along the longitudinal extension direction of the tunnel;
step two, synchronously excavating and constructing the rear side tunnel section and the drainage tunnel body of the drainage tunnel: when the rear side tunnel section (3) is excavated to the position of the intersection of the drainage tunnel, excavating construction is carried out on the tunnel section, positioned between the intersection of the drainage tunnel and the rear intersection of the guide pit, in the rear side tunnel section (3) from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavating construction is carried out on the drainage tunnel body of the drainage tunnel (2) from back to front from the intersection of the drainage tunnel;
step three, synchronously excavating and constructing a rear side tunnel section, a drainage tunnel body of the drainage tunnel and a rear side circuitous pilot tunnel section: when the rear side tunnel section (3) is excavated to the position of the intersection behind the pilot tunnel, excavating construction is carried out on the tunnel section, which is positioned at the front side of the intersection behind the pilot tunnel, in the rear side tunnel section (3) from back to front along the longitudinal extension direction of the tunnel; meanwhile, the excavation construction is continuously carried out on the drainage hole body of the drainage tunnel (2), and the excavation construction is carried out on the back side circuitous pilot tunnel section of the circuitous pilot tunnel (1) from back to front from the intersection behind the pilot tunnel;
step four, front drainage hole body construction and circuitous pilot tunnel and tunnel main tunnel synchronous construction: the front drainage hole body is respectively provided with a plurality of construction sections from back to front, and each construction section is provided with an out-hole drainage hole group;
each hole outer drainage hole group comprises one or more rows of arch part drainage holes (8) and a plurality of rows of side wall drainage holes (9) which are arranged from back to front, wherein the arch part drainage holes (8) are arranged from back to front along the longitudinal extension direction of the front side hole body; each row of arch part drain holes (8) comprise a plurality of arch part drain holes (8) which are arranged on the outer side of the arch part of the front water drainage tunnel body from left to right, each arch part drain hole (8) is a drilled hole which is drilled from back to front into a clastic rock steep-dip reverse water-rich fault (6), and each arch part drain hole (8) is gradually inclined upwards from back to front; the orifices of all arch part drain holes (8) in each row of arch part drain holes (8) are uniformly distributed on the same cross section of the front side hole body;
each row of side wall drain holes (9) comprises a left group of side wall drain holes (9) and a right group of side wall drain holes (9) which are symmetrically distributed on the outer sides of the side walls on the left side and the right side of the front drainage hole body, one group of side wall drain holes (9) in the two groups of side wall drain holes (9) is positioned above the constructed tunnel main tunnel, and the other group of side wall drain holes (9) is positioned above the roundabout guide pit (1); each group of side wall drain holes (9) comprises a plurality of side wall drain holes (9) which are arranged from top to bottom, and each side wall drain hole (9) is horizontally arranged; the orifices of all the side wall drain holes (9) in each row of the side wall drain holes (9) are uniformly distributed on the same cross section of the front side hole body; each side wall drain hole (9) is a drilled hole drilled from back to front into the clastic rock steep-dip reverse water-rich fault (6);
after the drainage hole body of the drainage hole (2) is excavated, constructing the drainage hole body at the front part of the drainage hole (2) from back to front along the longitudinal extension direction of the tunnel;
when a front drainage hole body of the drainage hole (2) is constructed, a plurality of construction sections in the front drainage hole body are constructed from back to front respectively, and the construction methods of the construction sections are the same;
when any one construction section in the front drainage hole body is constructed, the process is as follows:
step 401, drain hole construction: respectively drilling an arch part drain hole (8) and a side wall drain hole (9) of the outer hole drain hole group in the construction section by using a drilling machine to obtain the outer hole drain hole group formed by construction;
step 402, draining: draining water through the hole out water drainage hole group in the step 401;
step 403, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the working face of the construction section to obtain an advanced curtain grouting reinforcement structure of the construction section;
step 404, excavation construction: excavating the construction segment from back to front along the longitudinal extension direction of the tunnel;
after the construction of the construction sections in the front drainage tunnel body is completed, the construction process of the drainage tunnel (2) is completed;
in the fourth step, in the process of constructing the front drainage hole body of the drainage hole (2), the front pit guiding section of the circuitous pit guiding (1) is excavated from back to front along the tunnel extending direction, and the middle tunnel section (5) of the main tunnel of the constructed tunnel is excavated from back to front along the tunnel extending direction.
2. The water drainage construction method for the tunnel crossing the clastic rock steep thrust water-rich fault according to claim 1, wherein the method comprises the following steps: in the fourth step, when the circuitous pilot tunnel (1) is subjected to subsequent excavation construction from back to front along the extending direction of the tunnel, the tunnel face of the circuitous pilot tunnel (1) is positioned behind the tunnel face of the front drainage tunnel body;
in the fourth step, when the middle tunnel section (5) of the main tunnel of the constructed tunnel is excavated from back to front along the extending direction of the tunnel, the tunnel face of the middle tunnel section (5) is positioned behind the tunnel face of the front drainage tunnel body.
3. The water drainage construction method for the tunnel crossing the detritus rock steep dip thrust water-rich fault according to claim 1 or 2, wherein the method comprises the following steps: the front side tunnel section (4) is divided into a front tunnel section positioned at the front side of the front intersection of the pilot tunnel and a rear tunnel section positioned at the rear side of the front intersection of the pilot tunnel;
and in the fourth step, when front drainage hole body construction and the synchronous construction of the circuitous pilot tunnel and the tunnel main tunnel are carried out, after the construction of the circuitous pilot tunnel (1) is completed, excavating construction is carried out on the front tunnel section of the front side tunnel section (4) from back to front along the longitudinal extension direction of the tunnel, and meanwhile, excavating construction is carried out on the rear tunnel section of the front side tunnel section (4) from front to back along the longitudinal extension direction of the tunnel.
4. The water drainage construction method for the tunnel crossing the detritus rock steep dip thrust water-rich fault according to claim 1 or 2, wherein the method comprises the following steps: a tunnel main tunnel supporting structure is arranged in the constructed tunnel main tunnel, the tunnel main tunnel supporting structure comprises a first tunnel primary supporting structure (14-1) for performing primary supporting on the excavated and formed constructed tunnel main tunnel and a first tunnel secondary lining (15-1) arranged on the inner side of the first tunnel primary supporting structure (14-1), and the first tunnel primary supporting structure (14-1) and the first tunnel secondary lining (15-1) are supporting structures for performing full-section supporting on the constructed tunnel main tunnel;
a drainage tunnel supporting structure is arranged in the drainage tunnel (2), the drainage tunnel supporting structure comprises a second tunnel primary supporting structure (14-2) for performing primary supporting on the excavated drainage tunnel (2) and a second tunnel secondary lining (15-2) arranged on the inner side of the second tunnel primary supporting structure (14-2), and the second tunnel primary supporting structure (14-2) and the second tunnel secondary lining (15-2) are supporting structures for performing full-section supporting on the drainage tunnel (2);
when the rear side tunnel section (3) is excavated in the first step, the second step and the third step, the excavated and formed rear side tunnel section (3) is supported from back to front along the longitudinal extension direction of the tunnel, and a constructed and formed tunnel main tunnel supporting structure is obtained;
in the fourth step, when the middle tunnel section (5) is excavated, the excavated and formed middle tunnel section (5) is supported from back to front along the longitudinal extension direction of the tunnel, and a tunnel main tunnel supporting structure formed by construction is obtained;
when the drainage hole body of the drainage hole (2) is excavated in the second step and the third step, the excavated drainage hole (2) is supported from back to front along the longitudinal extension direction of the tunnel, and a constructed and formed drainage hole supporting structure is obtained;
when each construction section is excavated in the fourth step, supporting the excavated and formed drainage tunnel (2) from back to front along the longitudinal extension direction of the tunnel, and obtaining a drainage tunnel supporting structure formed by construction;
step two, before excavating construction is carried out on a drainage tunnel body of a drainage tunnel (2) from back to front from the drainage tunnel intersection, firstly, a first tunnel primary supporting structure (14-1) and a first tunnel secondary lining (15-1) of an area where the drainage tunnel intersection is located are respectively perforated, and the drainage tunnel intersection formed by construction is obtained;
and in the third step, before excavating construction is carried out on the rear side roundabout pit guide section of the roundabout pit (1) from back to front from the intersection behind the pit guide, firstly, holes are respectively formed in a first tunnel primary supporting structure (14-1) and a first tunnel secondary lining (15-1) of the area where the intersection behind the pit guide is located, and the constructed and formed intersection behind the pit guide is obtained.
5. The water drainage construction method for the tunnel crossing the clastic rock steep thrust water-rich fault according to claim 4, wherein the water drainage construction method comprises the following steps: the drainage tunnel (2) and the roundabout pilot tunnel (1) are auxiliary tunnels of a constructed tunnel main tunnel, intersections behind the pilot tunnel, intersections before the pilot tunnel and intersections of the drainage tunnel are auxiliary tunnel portals, and the auxiliary tunnel portals are intersections where the auxiliary tunnels are intersected with the constructed tunnel main tunnel;
the method for opening the holes of the first tunnel primary support structure (14-1) and the first tunnel secondary lining (15-1) of the area where the drainage tunnel intersection is located is the same as the method for opening the holes of the first tunnel primary support structure (14-1) and the first tunnel secondary lining (15-1) of the area where the intersection is located after pit guiding, and both the methods are auxiliary tunnel entrance hole opening methods;
when the auxiliary tunnel entrance hole opening method is adopted for opening holes, a first tunnel primary supporting structure (14-1) and a first tunnel secondary lining (15-1) of an area where the auxiliary tunnel entrance hole is located are respectively opened with the following processes:
step A1, opening a first tunnel secondary lining: opening a first tunnel secondary lining (15-1) in the area where the auxiliary tunnel entrance is located to obtain a second lining entrance;
the structure of the secondary lining hole is the same as that of the auxiliary tunnel hole;
step A2, opening a primary supporting structure of the first tunnel: opening a first tunnel primary support structure (14-1) in the area where the auxiliary tunnel portal is located to obtain a primary support portal;
the structure of the primary support hole is the same as that of the auxiliary tunnel hole;
step A3, supporting the opening: and B, supporting the primary support tunnel portal in the step A2 by using a circumferential steel arch, wherein the circumferential steel arch is a support frame for supporting the full section of the primary support tunnel portal, and the structure of the circumferential steel arch is the same as that of the primary support tunnel portal.
6. The water drainage construction method for the tunnel crossing the detritus rock steep dip thrust water-rich fault according to claim 1 or 2, wherein the method comprises the following steps: an inclined shaft (13) is arranged on the rear side of the drainage tunnel (2), the front end of the inclined shaft (13) is intersected with the main tunnel under construction, an intersection of the inclined shaft and the main tunnel is an inclined shaft intersection, and the inclined shaft intersection is located on the rear side of the drainage tunnel intersection; the inclined shaft (13) is a drainage channel for discharging water discharged from the drainage tunnel (2) from the main tunnel of the constructed tunnel;
when the primary excavation construction of the rear side tunnel section is carried out in the first step, firstly, excavation construction is carried out on the tunnel section which is positioned at the rear side of the inclined shaft intersection in the rear side tunnel section (3) from back to front along the longitudinal extension direction of the tunnel; after the rear side tunnel section (3) is excavated to the position of the inclined shaft intersection, excavating construction is carried out on a tunnel section, positioned between the inclined shaft intersection and the drainage tunnel intersection, in the rear side tunnel section (3) from back to front along the longitudinal extension direction of the tunnel, and meanwhile excavating construction is carried out on an inclined shaft (13) from the inclined shaft intersection;
the arch part drain hole (8) and the side wall drain hole (9) are both stratum drain holes;
in the step 402, when water is drained through the hole outside drainage hole group in the step 401, water is drained into the drainage tunnel (2) through drainage holes of all stratums in the hole outside drainage hole group, then the water is drained into the inclined shaft (13) through a tunnel section between the inclined shaft intersection and the drainage tunnel intersection in the rear side tunnel section (3), and finally the water is drained through the inclined shaft (13) after excavation.
7. The water drainage construction method for the tunnel crossing the clastic rock steep thrust water-rich fault according to claim 6, wherein the water drainage construction method comprises the following steps: a water collecting pit (7) is arranged in the rear side tunnel section (3), and the water collecting pit (7) is positioned between the drainage tunnel intersection and the inclined shaft intersection; drainage ditches are arranged in the drainage tunnel (2), and are distributed along the longitudinal extension direction of the drainage tunnel (2); the rear end of the drainage ditch is communicated with a water collecting pit (7);
an orifice pipe is coaxially arranged on an orifice of each stratum drain hole, the outer end of each orifice pipe is inserted into one stratum drain hole, a connecting flange is arranged at the inner end of each orifice pipe, and the inner end of each orifice pipe is connected with a drain pipe connected to the drain ditch through the connecting flange;
when water is drained through the hole outside water drainage hole group in the step 401, water is drained into a drainage pipe through the hole opening pipe arranged in the drainage hole of each stratum, then the water is drained into the drainage ditch through the drainage pipe, and the water is drained into a water collecting pit (7) through the drainage ditch; after the inclined shaft (13) is excavated, water in the water collecting pit (7) is discharged to the outer side of the inclined shaft (13) through the inclined shaft (13).
8. The water drainage construction method for the tunnel crossing the detritus rock steep dip thrust water-rich fault according to claim 1 or 2, wherein the method comprises the following steps: the lengths of the construction sections are the same, and the length of each construction section is 15-25 m; the front end faces of the front pit guiding section, the front water drainage hole body and the middle tunnel section (5) are all positioned on the same plane;
the middle tunnel section (5) is respectively provided with a plurality of main hole sections from back to front along the longitudinal extension direction of the tunnel, and the length of each main hole section is the same as that of the construction section;
in the fourth step, when the middle tunnel segment (5) of the main tunnel of the constructed tunnel is excavated from back to front along the extending direction of the tunnel, the plurality of main tunnel segments are respectively excavated from back to front; the tunnel face of each main tunnel section is positioned behind the tunnel face of the front drainage tunnel body at the moment, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section;
the front pit guiding section is respectively provided with a plurality of pit guiding sections from back to front along the longitudinal extension direction of the tunnel, and the length of each pit guiding section is the same as that of the construction section;
in the fourth step, when the front pilot tunnel section of the circuitous pilot tunnel (1) is excavated from back to front along the extending direction of the tunnel, the excavation construction is respectively carried out on the plurality of pilot tunnel sections from back to front; the tunnel face of each pit guiding section is located behind the tunnel face of the front drainage tunnel body, and the horizontal distance between the tunnel face and the tunnel face is the same as the length of the construction section.
9. The water drainage construction method for the tunnel crossing the clastic rock steep thrust water-rich fault according to claim 8, wherein the water drainage construction method comprises the following steps: each pit guiding segment is provided with a pit guiding drainage hole group;
each pit guiding drainage hole group comprises one or more rows of arch-shaped drainage holes (18) and a plurality of rows of side drainage holes (19) which are arranged from back to front, and the arch-shaped drainage holes (18) are arranged from back to front along the longitudinal extension direction of the front pit guiding section; each row of arch crown drain holes (18) comprises a plurality of arch crown drain holes (18) which are arranged on the outer side of the arch part of the front pit guiding section from left to right, each arch crown drain hole (18) is a drilled hole which is drilled from back to front into a clastic rock steep-dip reverse water-rich fault layer (6), and each arch crown drain hole (18) is gradually inclined upwards from back to front; the orifices of all the arch-shaped drain holes (18) in each row of the arch-shaped drain holes (18) are uniformly distributed on the same cross section of the front pit guiding section;
each row of the lateral drain holes (19) comprises a left group of lateral drain holes (19) and a right group of lateral drain holes (19) which are symmetrically arranged on the outer sides of the side walls on the left side and the right side of the front pit guiding section, each group of the lateral drain holes (19) comprises a plurality of lateral drain holes (19) which are arranged from top to bottom, and each lateral drain hole (19) is horizontally arranged; the orifices of all the lateral drain holes (19) in each row of the lateral drain holes (19) are uniformly distributed on the same cross section of the front pit guiding section; each side water drainage hole (19) is a drilled hole which is drilled into the detritus rock steep-dip reverse water-rich fault (6) from back to front;
when the plurality of guide pit sections are subjected to excavation construction from back to front, the excavation construction methods of the plurality of guide pit sections are the same;
when any one of the front heading sections is constructed, the process is as follows:
step B1, drain hole construction: drilling a vault drain hole (18) and a side drain hole (19) of the guide pit drain hole group in the guide pit section by using a drilling machine to obtain the guide pit drain hole group formed by construction;
step B2, draining: draining water through the hole out water drainage hole group in the step 401;
step B3, advanced curtain grouting: carrying out advanced curtain grouting on a rock stratum in front of the tunnel face of the guide pit section to obtain an advanced curtain grouting reinforcement structure of the guide pit section;
step B4, excavation construction: excavating the pilot tunnel segment from back to front along the longitudinal extension direction of the tunnel;
and after the excavation construction of the plurality of guide pit sections in the front guide pit section is completed, completing the construction process of the front guide pit section.
10. The water drainage construction method for the tunnel crossing the detritus rock steep dip thrust water-rich fault according to claim 1 or 2, wherein the method comprises the following steps: the rear end of each construction section is provided with an in-hole blocking wall (10), the in-hole blocking wall (10) is vertically arranged with the front side hole body and is a vertical blocking wall for blocking the front side hole body;
before the construction of the drainage hole in the step 401, an inner blocking wall (10) of the hole is constructed at the rear end of the construction section, and the constructed inner blocking wall (10) of the hole is positioned at the rear side of the tunnel face of the construction section and is abutted against the tunnel face of the construction section.
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| CN109630194B (en) * | 2019-01-29 | 2024-02-23 | 中国建筑一局(集团)有限公司 | Karst region fault fracture zone tunnel water burst treatment structure and construction method thereof |
| CN109736796B (en) * | 2019-03-04 | 2022-09-13 | 中铁十六局集团有限公司 | Advanced detection mechanism for deepening blast hole and prediction method thereof |
| CN109763860B (en) * | 2019-03-20 | 2020-09-08 | 中蓝长化工程科技有限公司 | Construction method of advanced low-level controllable water discharge through water-conducting fault |
| CN110284890A (en) * | 2019-07-16 | 2019-09-27 | 中铁五局集团第四工程有限责任公司 | A kind of clast stream formation tunnel excavation construction method and structure |
| CN111828018B (en) * | 2020-08-31 | 2022-03-01 | 中铁十六局集团有限公司 | Construction method for preventing tunnel gushing water and bypassing pit |
| CN112145227B (en) * | 2020-09-25 | 2022-06-17 | 中铁二十局集团有限公司 | Facility for preventing water inrush and mud gushing of tunnel and construction method |
| CN112145186B (en) * | 2020-09-25 | 2022-09-13 | 中铁二十局集团有限公司 | Tunnel water drainage pressure reduction structure and construction method |
| CN112502719B (en) * | 2020-12-08 | 2022-09-16 | 中铁隧道局集团有限公司 | Method for TBM construction of lens body altered through high-pressure water-rich |
| CN114687797A (en) * | 2022-03-31 | 2022-07-01 | 中铁十六局集团有限公司 | Tunnel auxiliary pilot tunnel pressure reduction drainage and lateral reinforcement method and equipment |
| CN115075837A (en) * | 2022-05-30 | 2022-09-20 | 中铁隧道局集团有限公司 | Construction method and system for open type TBM to penetrate through water-rich broken belt |
| CN115163108B (en) * | 2022-06-24 | 2026-01-06 | 中铁二院重庆勘察设计研究院有限责任公司 | A winding tunnel structure and construction method for tunneling through karst caves, combining permanent and temporary structures. |
| CN115075868B (en) * | 2022-07-26 | 2025-01-21 | 中铁十六局集团有限公司 | A gas emission system for large-section traffic tunnel |
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| JP2012031593A (en) * | 2010-07-29 | 2012-02-16 | Sekisui Plastics Co Ltd | Spring water drainage structure in tunnel |
| CN101922302A (en) * | 2010-08-30 | 2010-12-22 | 中铁第四勘察设计院集团有限公司 | Fault processing method of high pressure water enrichment area |
| CN102296961B (en) * | 2011-05-31 | 2013-11-27 | 中铁二十局集团有限公司 | Karst tunnel large-scale cavern processing method |
| CN102359395B (en) * | 2011-08-03 | 2014-03-19 | 中铁十二局集团第四工程有限公司 | Method for plugging large-scale water-inrush burst-mud burst hole of tunnel fault |
| CN102720520B (en) * | 2012-07-02 | 2014-12-10 | 西南交通大学 | Method for ventilating drainage tunnel of extremely-long double-hole tunnel of expressway during construction |
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