CN115046444A - Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom - Google Patents
Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom Download PDFInfo
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- CN115046444A CN115046444A CN202210771653.4A CN202210771653A CN115046444A CN 115046444 A CN115046444 A CN 115046444A CN 202210771653 A CN202210771653 A CN 202210771653A CN 115046444 A CN115046444 A CN 115046444A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention discloses a lower excavation blasting construction method of a double-side-wall pit guiding method of a tunnel with soft upper part and hard lower part, which comprises the following steps of firstly, taking three areas at the upper part of the section of the tunnel as a mechanical cold-chiseling area and taking three areas at the lower part as a blasting area; dividing a mechanical cold-chiseling area into an area I, an area V and an area III, and dividing a blasting area into an area II, an area VI and an area IV; excavating by adopting mechanical cold chisels according to the sequence of front and back excavation staggering 6-8m of the area I, the area I and the area V; fourthly, excavating to 300-fold sand 500mm below the designed temporary inverted arch in the cold-chiseling area, and backfilling loose slag after the excavation is finished; fifthly, blasting excavation of the lower blasting area is started after the distance between the excavation of the area V and the lower feeding ruler of the blasting area is staggered by 6-8 m; step six, after blasting in the area II, the slag-tapping vertical arch centering is sprayed with concrete and then enters the next circulation; step seven, the blasting sequence of the blasting area: first, blasting the area II, then blasting the area IV and finally blasting the area VI.
Description
Technical Field
The invention relates to the technical field of tunnel blasting, in particular to a lower excavation blasting construction method of a double-side-wall pilot tunnel with a soft upper part and a hard lower part.
Background
At present, when a plurality of roads, railways and subway tunnels are poor in geological rock stratum and need to protect ground building structures, a double-side-wall pit guiding method is adopted for excavation, the requirements on temporary vertical support and temporary inverted arch protection during blasting are high, the conditions of temporary support bending and blasting are frequently generated during field construction, and the conditions are correspondingly related to insufficient experience of blasting technicians, insufficient management and the like.
Therefore, improvements and developments in the art are still needed.
Disclosure of Invention
The invention aims to provide a double-side-wall pit guiding method lower excavation blasting construction method for a tunnel with soft top and hard bottom, and aims to solve the technical problems that temporary vertical supports and temporary inverted arches are easy to protect during tunnel construction of the existing double-side-wall pit guiding method, and the damage to a structural structure caused by blasting operation is reduced.
In order to realize the purpose, the technical scheme of the invention is as follows: a lower excavation blasting construction method of a double-side-wall pit guiding method of a tunnel with soft top and hard bottom comprises the following steps:
the method comprises the following steps that firstly, the upper part and the lower part of a tunnel section are respectively divided into 3 pilot pits, 6 areas are counted, the upper three areas in the 6 areas are mechanical cold-chiseling areas, and the lower three areas are blasting areas;
dividing the mechanical cold-chiseling area into an area I, an area V and an area III from left to right, and dividing the blasting area into an area II, an area VI and an area IV from left to right;
thirdly, adopting a mechanical cold chisel to dig 1000mm at the opening of the area I, erecting a temporary inverted arch at the position of 500mm, spraying concrete, continuing to dig 500mm after the concrete is sprayed, erecting the arch again, spraying concrete, and excavating according to the sequence that the front and back excavation of the area I, the area I and the area V are staggered by 6-8 m;
fourthly, excavating to 300-fold sand 500mm below the designed temporary inverted arch in the cold-chiseling area, and backfilling loose slag after the excavation is finished;
step five, blasting excavation of the blasting area at the lower part is started after the distance between the excavation hole of the area V and the lower part of the blasting area is staggered by 6-8 m;
step six, after blasting in the area II, the slag-tapping vertical arch centering is sprayed with concrete and then enters the next circulation;
step seven, the blasting sequence of the blasting area: first, blasting the area II, then blasting the area IV and finally blasting the area VI.
The excavation blasting construction method for the lower part of the tunnel with the upper soft part and the lower hard part by the double-side-wall pit guiding method comprises the following specific blasting sequences in the seventh step: and D, blasting the area IV after the footage of the area II is 6-8m, and after the area IV is blasted, discharging slag and spraying concrete to the vertical arch and then entering the next cycle.
The blasting construction method for the lower part of the double-side-wall pit guiding method of the tunnel with the soft upper part and the hard lower part is characterized in that the area VI starts to be blasted after the area IV reaches 6-8 m.
The upper soft and lower hard tunnel double-side-wall pit guiding method lower excavation blasting construction method is characterized in that blast holes are required to be distributed in the area II before blasting, and the distributed blast holes comprise auxiliary cut holes, auxiliary holes, peripheral holes and bottom plate holes.
The upper soft and lower hard tunnel double-side-wall pit guiding method lower excavation blasting construction method is characterized in that explosives are filled in blast holes and are filled according to a single-hole single-response loading mode.
The excavation blasting construction method for the lower part of the tunnel with the upper soft part and the lower hard part by the double-side-wall pit guiding method is characterized in that after charging of blast holes is completed, delayed detonation is carried out according to the sequence of the blast holes, and the delay time of blast hole detonation is 25-40 ms.
The blasting construction method for the lower excavation of the double-side-wall pit guiding method of the tunnel with the soft top and the hard bottom is characterized in that an arch center which is set up by a slag-tapping vertical arch center after blasting comprises a primary support structure and a temporary vertical support.
The excavation blasting construction method for the lower part of the tunnel with the upper soft part and the lower hard part by the double-side-wall pit guiding method is characterized in that the distance between a blast hole closest to the temporary vertical support and the temporary vertical support is 500 mm.
The lower excavation blasting construction method of the double-side-wall pit guiding method of the upper soft and lower hard tunnel is characterized in that the thickness of the backfilled loose slag is 300-500 mm.
Has the advantages that: according to the invention, by arranging the temporary inverted arch, the temporary vertical support and the primary support structure, the influence of blasting on the peripheral temporary structure is effectively controlled, the construction progress is accelerated, and the construction cost is saved. Not only the influence of blasting on the temporary structure is reduced, but also the construction progress is accelerated; the construction method of the invention carries out blasting excavation on the lower part of the double-side-wall pilot tunnel, thereby solving the problems of low efficiency and large environmental pollution of a mechanical cold stove and a cantilever tunneling machine, improving the construction speed and shortening the construction period.
Drawings
FIG. 1 is a flow chart of the steps of the present invention.
Fig. 2 is a diagram of the arrangement of blastholes in area II of the present invention.
Fig. 3 is a sectional view of a zone II borehole and an angular hole numbering view of the present invention.
Fig. 4 is a schematic top view of the cut hole in area II of the present invention.
Fig. 5 is a diagram of the arrangement of blastholes for region IV of the present invention.
Figure 6 is a sectional view of a zone IV borehole and an angular hole number diagram of the present invention.
FIG. 7 is a top view of the cut hole of area IV of the present invention
Fig. 8 is a diagram of the arrangement of blastholes for zone VI of the present invention.
Figure 9 is a sectional view of a zone VI borehole and an angular hole number diagram of the present invention.
Fig. 10 is a schematic top view of the cut holes in the area VI of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer and clearer, the present invention is further described in detail below with reference to the accompanying drawings and examples.
As shown in fig. 1-10, the invention discloses a lower excavation blasting construction method of a double-side-wall pit guiding method for a tunnel with soft top and hard bottom, which comprises the following steps:
the method comprises the following steps that firstly, the upper part and the lower part of a tunnel section are respectively divided into 3 pilot pits, 6 areas are counted, the upper three areas in the 6 areas are mechanical cold-chiseling areas, and the lower three areas are blasting areas;
dividing the mechanical cold-chiseling area into an area I, an area V and an area III from left to right, and dividing the blasting area into an area II, an area VI and an area IV from left to right;
thirdly, adopting a mechanical cold chisel to excavate 1000mm at an opening of the area I, then erecting a temporary inverted arch at the position of 500mm, spraying concrete, continuously excavating 500mm after the concrete is sprayed, erecting an arch again, spraying concrete, and excavating according to the sequence that the front excavation and the rear excavation of the area I, the area I and the area V are staggered by 6-8 m;
fourthly, excavating to 300-fold sand 500mm below the designed temporary inverted arch in the cold-chiseling area, and backfilling loose slag after the excavation is finished;
step five, blasting excavation of the blasting area at the lower part is started after the distance between the excavation hole of the area V and the lower part of the blasting area is staggered by 6-8 m;
step six, after blasting in the area II, the slag-tapping vertical arch centering is sprayed with concrete and then enters the next circulation;
step seven, the blasting sequence of the blasting area: first, blasting the area II, then blasting the area IV and finally blasting the area VI.
The whole construction sequence of the invention is as follows: region I-region III-region V-region II-region VI-region IV.
The lower part of the existing double-side-wall pilot tunnel with the upper soft part and the lower hard part is constructed by adopting a mechanical cold chisel and a cantilever tunneling machine, so that the construction efficiency is low, the construction cannot be completed according to the construction period, but the temporary vertical support and the temporary inverted arch cannot be protected by adopting a common blasting mode, so that the lower part construction blasting is difficult to control, the collapse is easy to cause, and the construction failure is caused.
Specifically, the specific blasting sequence in the seventh step is as follows: and D, blasting the area IV after the footage of the area II is 6-8m, and after the area IV is blasted, discharging slag and spraying concrete to the vertical arch and then entering the next cycle.
Specifically, blasting zone VI is initiated after zone IV reaches 6-8 m.
Specifically, blast holes need to be distributed in the area II before blasting, and the distributed blast holes comprise auxiliary undercut holes, auxiliary holes, peripheral holes and bottom plate holes.
Preferably, after the blast holes are arranged, the holes are inspected, and the hole row spacing and the peripheral hole distance are strictly controlled by adopting a meter ruler according to a design scheme. Wherein the distance between the B1 and the A2-2 and the distance between the B3-2 are controlled at 200-500mm according to the surrounding rock conditions, and the distance between the soft rock and the hard rock is small and the distance between the soft rock and the hard rock is large.
Specifically, the blast hole is filled with explosives, and the explosives are filled according to a single-hole single-sound loading mode.
Specifically, after charging of blast holes is completed, delay detonation is carried out according to the sequence of the blast holes, and the delay time of blast hole detonation is 25-40 ms.
Specifically, the arch frame set up by the slag-tapping vertical arch frame after blasting comprises a primary support structure and a temporary vertical support.
Specifically, the distance between the blast hole closest to the temporary vertical support and the temporary vertical support is 500 mm.
Preferably, the thickness of the backfill loose slag is 300-500 mm.
The arrangement of the blastholes for zone II is shown in fig. 2-4, and the description of the arrangement of the blastholes for zone II is given in table 1.
Table 1:
the arrangement of the blastholes for region IV is shown in fig. 5-7, and the description of the arrangement of the blastholes for region IV is given in table 2.
Table 2:
the hole layout for zone VI is shown in fig. 8-10, and the zone VI hole layout specification table is table 3.
Table 3:
in fig. 2, 5 and 8: the method comprises the following steps: temporary invert a 1; primary branch structure A2-1, primary branch structure A3-1; temporary vertical support A2-2, temporary vertical support A3-2, primary support structure A4: showing the primary support structure, bore P1, bore to vertical strut distance B1 and backfill loose slag HT-1.
According to the invention, by arranging the temporary inverted arch \ temporary vertical support and primary support structure, the influence of blasting on the peripheral temporary structure is effectively controlled, the construction progress is accelerated, and the construction cost is saved. Not only the influence of blasting on the temporary structure is reduced, but also the construction progress is accelerated; the construction method of the invention carries out blasting excavation on the lower part of the double-side-wall pilot tunnel, thereby solving the problems of low efficiency and large environmental pollution of a mechanical cold stove and a cantilever tunneling machine, improving the construction speed and shortening the construction period.
The above is a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, modifications or equivalent substitutions of the technical solution of the present invention without inventive work may be made without departing from the scope of the present invention.
Claims (9)
1. A lower excavation blasting construction method for a double-side-wall pit guiding method of a tunnel with soft top and hard bottom is characterized by comprising the following steps:
the method comprises the following steps that firstly, the upper part and the lower part of a tunnel section are respectively divided into 3 pilot pits, 6 areas are counted, the upper three areas in the 6 areas are mechanical cold-chiseling areas, and the lower three areas are blasting areas;
dividing the mechanical cold-chiseling area into an area I, an area V and an area III from left to right, and dividing the blasting area into an area II, an area VI and an area IV from left to right;
thirdly, adopting a mechanical cold chisel to dig 1000mm at the opening of the area I, erecting a temporary inverted arch at the position of 500mm, spraying concrete, continuing to dig 500mm after the concrete is sprayed, erecting the arch again, spraying concrete, and excavating according to the sequence that the front and back excavation of the area I, the area I and the area V are staggered by 6-8 m;
fourthly, excavating to 300-fold sand 500mm below the designed temporary inverted arch in the cold-chiseling area, and backfilling loose slag after the excavation is finished;
fifthly, blasting excavation of the lower blasting area is started after the distance between the excavation of the area V and the lower feeding ruler of the blasting area is staggered by 6-8 m;
step six, after blasting in the area II, the slag-tapping vertical arch centering is sprayed with concrete and then enters the next circulation;
step seven, the blasting sequence of the blasting area: first, blasting the area II, then blasting the area IV and finally blasting the area VI.
2. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft lower hard tunnel according to claim 1, wherein the specific blasting sequence in the seventh step is as follows: and (3) blasting the area IV after the area II advances by 6-8m, and after the area IV is blasted, tapping the slag, ejecting concrete to the vertical arch and then entering the next cycle.
3. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft lower hard tunnel according to claim 2, characterized in that blasting area VI is started after area IV is advanced by 6-8 m.
4. The method for constructing the soft-upper hard-lower tunnel through the double-side-wall pit guiding method through the lower excavation blasting according to claim 3, wherein blast holes are required to be arranged in the area II before blasting, and the arranged blast holes comprise an undercut auxiliary hole, an undercut hole, an auxiliary hole, a peripheral hole and a bottom plate hole.
5. The method for lower excavation blasting construction of the double-side-wall pit guiding method of the upper soft and lower hard tunnel according to claim 4, wherein the blast holes are filled with explosive according to a single-hole single-shot explosive filling mode.
6. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft and lower hard tunnel according to claim 5, characterized in that after charging of blast holes is completed, delayed detonation is performed according to the sequence of the blast holes, and the delay time of blast hole detonation is set to be 25-40 ms.
7. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft lower hard tunnel according to claim 4, wherein the arch frame set up by the slag tapping vertical arch frame after blasting comprises a primary support structure and temporary vertical supports.
8. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft and lower hard tunnel according to claim 7, wherein the distance between the blast hole nearest to the temporary vertical support and the temporary vertical support is 500 mm.
9. The double-side-wall pit guiding method lower excavation blasting construction method of the upper soft and lower hard tunnel according to claim 7, characterized in that the backfill loose slag has a thickness of 300-500 mm.
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| CN202210771653.4A CN115046444A (en) | 2022-06-30 | 2022-06-30 | Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom |
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| CN202210771653.4A CN115046444A (en) | 2022-06-30 | 2022-06-30 | Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom |
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