CN114877763B - Blasting method for hard rock stratum forming tunnel connecting channel - Google Patents
Blasting method for hard rock stratum forming tunnel connecting channel Download PDFInfo
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- CN114877763B CN114877763B CN202210493799.7A CN202210493799A CN114877763B CN 114877763 B CN114877763 B CN 114877763B CN 202210493799 A CN202210493799 A CN 202210493799A CN 114877763 B CN114877763 B CN 114877763B
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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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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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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
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
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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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a blasting method for a hard rock stratum forming tunnel connecting channel. The method comprises the following steps: s10, arranging damping holes along the contour line of the connecting channel; s20, manually tunneling a protection layer section of the communication channel; step S30, drilling three rows of damping hole groups on the cross section of the connecting channel; s40, a first blasting area is arranged between the first side-row damping hole group and the second side-row damping hole group, and the charging holes are distributed along a folding line in the tunneling height direction; s50, after the digging Kong Oukuai of the first blasting area is charged and blasted, the lower block and the upper block are charged and blasted simultaneously to form a free surface; s60, drilling a charging hole in the second blasting area; and S70, charging and blasting the charging holes of the second blasting area to finish a circular footage. The blasting scheme of the invention ensures the construction quality of the reinforced concrete ring segments around the connecting channel, ensures the integrity of the reinforced concrete ring segments around, greatly improves the construction progress and reduces the construction machine and labor cost.
Description
Technical Field
The invention relates to tunnel construction, in particular to a blasting method for a hard rock stratum forming tunnel connecting channel.
Background
At present, with the continuous expansion of urban scale and the increase of population, the travel mode is gradually converted into subway travel, and the construction of the subway can not only perfectly meet the requirements but also occupy no ground surface space. The shield construction is widely applied to tunnel construction, the construction of a shield section is an important component part of subway construction, and a communication channel is required to be arranged in the tunnel in order to meet the requirement of later operation. The communication channel can realize the high-efficiency connection between shield areas, is often arranged between two tunnels, has multiple functions of communication, fire prevention, drainage and the like, and is also an important evacuation and rescue channel in disaster situations, and is an important auxiliary structure of the tunnels. According to the specification of GB 50157-2013 subway design Specification: in urban rail transit construction, when the coherent length between 2 single-line interval tunnels is more than 600 and m, a communication channel is arranged and used for fire evacuation. The shield section connecting channel is used as a shield method tunnel auxiliary project, and the construction method is gradually paid attention to because of stress redistribution during opening in a tunnel and high risk of the underground excavation method, and forms more mature construction processes such as a shallow buried underground excavation method, a freezing method and the like.
In the past, the industry is more concerned about the construction of underground excavation and freezing method of connecting channels in high water level stratum, sandy stratum, saturated soft soil stratum and complex construction environments. Compared with the mature construction process in the stratum and the environment, the construction of the connecting channel in the hard rock stratum has no systematic and mature rapid excavation construction method because of the problems of relatively small safety risk, different excavation modes, different lithologies of various places and the like. Because the construction of the connecting channel is that after the segments of the two-hole tunnel are assembled into rings, the common construction method for the connecting channel of the hard rock stratum in the subway shield section comprises the following steps: and 3 schemes of artificial pneumatic pick excavation, static cracking excavation and miniature oil pressure splitting machine excavation.
The artificial pneumatic pick is excavated without other large equipment and resource investment, but the excavation efficiency is low, the situation that rock slag splashes in the excavation process can occur, and the labor cost of long-time excavation is high; static cracking excavation is suitable for small-space operation; the presplitting process has no noise, no vibration and no slag splashing, but the presplitting reaction time is as long as 20 h, and the treatment effect is greatly influenced by conditions such as the loading depth, the rock mass thickness, the free face and the like; the mini oil pressure splitting machine has small equipment for excavating the splitting machine, is suitable for small space operation, but needs to be provided with splitting holes before splitting and needs to manufacture a free surface; the treatment effect is greatly influenced by conditions such as the position of a splitting hole, the thickness of a rock mass, the strength of the rock, a free face and the like; in addition to the labor costs, the equipment costs are increased, and the labor costs are still high.
The Chinese patent application with the application number of CN202110883328.2 discloses a large-section tunnel blasting construction method, which is only applicable to the blasting construction of tunnels.
Disclosure of Invention
The invention aims to solve the technical problems, and provides a blasting method for a hard rock stratum forming tunnel connecting channel, which greatly improves the construction progress and ensures the construction quality of ring pieces.
The invention solves the technical problems and adopts the following technical scheme:
a blasting method for a hard rock formation forming tunnel connection channel, comprising the steps of:
s10, arranging damping holes along the contour line of the connecting channel;
s20, manually tunneling a protection layer section of the communication channel;
step S30, drilling three rows of damping hole groups on the cross section of the connecting channel, wherein the three rows of damping hole groups are uniformly distributed along the tunneling width, and the three rows of damping hole groups are respectively a center row of damping hole group, a first side row of damping hole group and a second side row of damping hole group;
s40, a first blasting area is arranged between the first side-row shock absorption hole group and the second side-row shock absorption hole group, and charging holes are drilled between the center-row shock absorption hole group and the first side-row shock absorption hole group and between the center-row shock absorption hole group and the second side-row shock absorption hole group and distributed along a folding line along the tunneling height direction;
s50, dividing a first blasting area into a lower block, a grooved hole block and an upper block along the tunneling height direction, and blasting the lower block and the upper block simultaneously to form a free surface after the groove Kong Oukuai is charged and blasted;
s60, a second blasting area is arranged between the first side column damping hole group and the profile damping hole group on the outer side of the first side column damping hole group and between the second side column damping hole group and the profile damping hole group on the outer side of the second side column damping hole group, and charging holes are drilled in the second blasting area and distributed along a folding line in the height direction;
and step S70, charging and blasting the charging holes of the second blasting area to finish a circular footage.
Compared with the prior art, the invention adopting the technical scheme has the beneficial effects that:
the blasting scheme ensures the construction quality of the reinforced concrete ring segments around the connecting channel and the natural gas pipeline, ensures the integrity of the reinforced concrete ring segments around, greatly improves the construction progress, shortens the construction period, reduces the equipment investment and reduces the construction machine and labor cost.
Further, the optimization scheme of the invention is as follows:
in the step S10, the bottom of the shock absorbing hole is close to the wall of the other hole tunnel.
In the step S20, the length of the protection layer section is 1 meter to 1.6 meters.
The diameter of the damping hole is larger than that of the charging hole.
And the peripheral holes of the first blasting area and the second blasting area are filled at intervals and detonated positively.
And the auxiliary holes of the first blasting area and the second blasting area adopt continuous uncoupled charging and reverse detonation.
In step S70, the circulating footage of each section is 0.5 meter.
In the step S40 and the step S60, the formula of the maximum single-stage explosive amount allowed by explosion safety is as follows:
Q=（V/K 1 K 2 ） 3/α ·R 3
q is the maximum explosive amount for primary detonation; v is the vibration speed of the control; k1 is a coefficient related to the terrain and geological conditions from the blasting point to the protected object; alpha is the decay index; k2-reduction factor; r is the safe distance of blasting and earthquake;
1) The explosion safety of the reinforced concrete ring piece allows the vibration speed, and is designed to be controlled according to V=3 cm/s;
2) The blasting safety of the steel pipe sheet allows the vibration speed to be controlled according to V=8cm/s;
3) The safe allowable vibration speed of the natural gas pipeline is controlled according to V=2cm/s;
in the steps S40 and S60, along the tunneling length direction of the communication path,
1) The distance E between the charging hole and the reinforced concrete ring is in the range from the end point of the manual tunneling length to 2.0 m: hole pitch a=24 cm, row pitch b=20 cm, hole depth l=50 cm;
2) The distance F between the charging hole and the reinforced concrete ring is in the range of 2.0-3.0 m: hole pitch a=30 cm, row pitch b=30 cm, hole depth l=50 cm;
3) The distance G between the charging hole and the reinforced concrete ring is greater than 3.0 m: hole pitch a=60 cm, row pitch b=40 cm, hole depth l=50 cm.
Drawings
FIG. 1 is a top view of a contact tunnel and tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic view of a first burst zone according to an embodiment of the present invention;
fig. 3 is a schematic view of a second burst area according to an embodiment of the invention.
In the figure: a first hole tunnel 1; a second hole tunnel 2; a communication channel 3; a steel pipe sheet 4; an opening 4-1; a reinforced concrete ring 5; a damper hole 6; bottom edge damping hole group 6-1; a left wall damping hole group 6-2; 6-3 of upper arch edge damping hole groups; 6-4 of right wall damping hole groups; a center row damper hole group 7; a first side row damper hole group 8; a second side row damper hole group 9; a first burst region 10; a lower block 10-1; grooving Kong Oukuai-2; an upper block 10-3; a charge hole 11; a slotted hole 12; an auxiliary hole 13; a peripheral hole 14; a second burst area 15.
Detailed Description
The invention is described in further detail below with reference to the accompanying drawings.
The embodiment is applied to construction of a communication channel between a four-wire two-standard section six-work-area east gate station (original tower head station) of a Fuzhou subway and a triangular pool station (original Yue Feng north town station). The communication channel 3 is positioned between the first hole tunnel 1 and the second hole tunnel 2, and the construction direction is tunneling from the first hole tunnel 1 to the second hole tunnel 2. The ring piece at the connecting channel 3 is a reserved whole ring steel ring piece 4, reinforced concrete rings 5 are arranged on two sides of the steel ring piece 4, a natural gas pipeline is paved between two holes of the tunnels, and before blasting tunneling construction, an opening 4-1 is cut on the steel ring piece 1 according to the construction size of the section of the connecting channel.
The blasting method for the hard rock stratum forming tunnel connecting channel is carried out according to the following steps (see fig. 1 and 2):
s10, arranging damping holes 6 along the contour line of a connecting channel 3, wherein the damping holes 6 are densely distributed, the contour of the connecting channel 3 is composed of a bottom edge damping hole group 6-1, a left wall side damping hole group 6-2, an upper arch side damping hole group 6-3 and a right wall side damping hole group 6-4, the left section of the left wall side damping hole group 6-2 and the left section of the upper arch side damping hole group 6-3 form a left contour damping hole group, the right wall side damping hole group 6-4 and the right section of the upper arch side damping hole group 6-3 form a right contour damping hole group, the diameter of the damping hole 6 is 100 mm, the hole bottoms of the damping holes 6 are close to the hole wall of the second hole tunnel 2, the center distance between the damping holes 6 at two ends of the bottom edge damping hole group 6-1 is 2500 mm, and the distance between the two ends of the bottom edge damping hole group 6-1 and the vertical edge of the opening 4-1 of a steel ring piece 4 is 700 mm;
step S20, arranging a protection layer section 3-1 in the communication channel 3, wherein the protection layer section 3-1 adopts manual excavation and tunneling, the footage D of the protection layer section 3-1 is 1-1.6 m, and the preferential 1.6m is determined according to geological conditions;
step S30, three rows of shock absorption hole groups are drilled on the section of the connecting channel 3, wherein the three rows of shock absorption hole groups are respectively a center row of shock absorption hole group 7, a first side row of shock absorption hole group 8 and a second side row of shock absorption hole group 9, the center distance of each row of shock absorption hole groups is 625 millimeters, the three rows of shock absorption hole groups are uniformly distributed along the tunneling width, and the center distances between the first side row of shock absorption hole group 8 and the left wall side shock absorption hole group 6-2 and the center distances between the second side row of shock absorption hole group 9 and the right wall side shock absorption hole group 6-4 are 625 millimeters;
step S40, a first blasting area (shown in FIG. 1) is arranged between the first side-row damping hole group 8 and the second side-row damping hole group 9, and charge holes 11 are drilled between the center-row damping hole group 7 and the first side-row damping hole group 8 and between the center-row damping hole group 7 and the second side-row damping hole group 9, wherein the charge holes 11 are distributed along a fold line in the tunneling height direction, and the diameter of the charge holes 11 is 40 mm. The layout and blasting parameters of the charge hole 11 are determined as follows:
1. layout of charge holes 11
1) The distance E of the charge hole 11 from the reinforced concrete collar 5 is in the range of 1.6m to 2.0 m: hole pitch a=24 cm, row pitch b=20 cm, hole depth l=50 cm;
2) The distance F of the charge hole 11 from the reinforced concrete ring 5 is in the range of 2.0m-3.0 m: hole pitch a=30 cm, row pitch b=30 cm, hole depth l=50 cm;
3) The distance G of the charge hole 11 from the reinforced concrete ring 5 is in the range of more than 3.0 m: hole pitch a=60 cm, row pitch b=40 cm, hole depth l=50 cm.
The two ends of the connecting channel 3 are symmetrically provided with charging holes (shown in figure 1);
2. blasting parameters:
1) The formula of the maximum single-stage explosive quantity allowed by explosion safety is as follows:
Q=（V/K 1 K 2 ） 3/α ·R 3
q is the maximum explosive amount for primary detonation;
v is the vibration speed of the control;
k1 is a coefficient related to the terrain and geological conditions from the blasting point to the protected object;
alpha is the decay index;
k2-reduction factor;
blasting mediums are secondary stone and prazite, wherein the K1 value is 150, and the alpha value is 1.7;
k2 is related to the charging mode, the blasting type and the blasting method, and when the explosive quantity of the blast hole is small and the blast hole is close to a building (structure) (less than or equal to 30 m), the reduction coefficient value K2 is 0.25;
r is the safe distance of blasting and earthquake;
2) V is taken as a value:
(1) The explosion safety of the reinforced concrete ring 5 allows the vibration speed, and is designed to be controlled according to V=3 cm/s;
(2) The explosion safety of the steel ring piece 4 allows the vibration speed to be controlled according to V=8cm/s;
(3) The safe allowable vibration speed of the natural gas pipeline is controlled according to V=2cm/s;
3) Maximum single-shot dose of the charge hole 11:
(1) The distance E between the charging hole 11 and the reinforced concrete ring 5 is 20 g in the range of 1.6m to 2.0 m;
(2) The distance F between the charging hole 11 and the reinforced concrete ring 5 is 40 g within the range of 2.0m-3.0 m;
(3) The distance G between the charging hole 11 and the reinforced concrete ring 5 is more than 3.0m and is 100G;
the peripheral holes 14 are filled at intervals, namely explosive rolls are bundled on bamboo chips or bamboo strips according to a designed interval distance and penetrate through thin wires in the whole length, the dosage of five to ten percent is increased at the bottoms of the holes, and forward detonation is adopted; the auxiliary holes 13 are filled with continuous uncoupled charges and detonated reversely;
after all the blastholes are filled, the rest sections are filled with stemming, the stemming is processed and manufactured by using the sticky loess without fine stone particles, and the moisture is kneaded by hands to form. When the blast hole is blocked, the wires of the electronic detonator are protected from damage. For blocking anhydrous blastholes, uniformly using wet loess at the hole opening, wherein stones cannot be clamped in the wet loess, lightly tamping while filling, less filling and tamping to prevent holes from being blocked, and taking care of protecting wires of electronic detonators, and for blocking water blastholes at the hole opening blocking section, pumping water out and immediately blocking;
step S50, the first blasting area 10 is divided into a lower block 10-1, a digging groove Kong Oukuai-2 and an upper block 10-3 along the tunneling height direction, the explosive in the slotted hole 12 of the digging groove Kong Oukuai-2 is detonated first, and after the digging groove Kong Oukuai-2 is blasted, the lower block 10-1 and the upper block 10-3 are blasted simultaneously to form a free surface;
step S60, a second blasting area 15 is arranged between the first side column damping holes 8 and the left wall side damping hole group 6-2 and between the second side column damping holes 9 and the right wall side damping hole group 6-4, and charging holes 11 are drilled in the second blasting area 15 and distributed along a folding line along the height direction;
step S70, charging holes 11 of a second blasting area 15 are charged, spaced charging is adopted for peripheral holes 14, forward detonation is adopted, continuous uncoupled charging is adopted for auxiliary holes 13, reverse detonation is adopted, and a circular footage is completed; and after tunneling to be 1.6m away from the wall of the second hole tunnel, manual tunneling is adopted, and the communication channels 3 are communicated.
The blasting method of the invention drills the damping hole, completely divides the blasting area, accurately calculates the explosive loading, and greatly improves the tunneling efficiency of the connecting channel 3 on the premise of fully ensuring the quality of the installed ring piece and the natural gas pipeline. The excavation work efficiency of the blasting method is 2.0 to 2.5 times of that of the splitting machine, and the advantages of the blasting method are obvious due to the high rock strength. The blasting method of the scheme compresses the original construction period of 3.5 months to 1.5 months, greatly quickens the construction progress, shortens the construction period and reduces the labor cost.
The foregoing description is only of the preferred embodiments of the invention and is not intended to limit the scope of the claims, but rather the equivalent structural changes made by the application of the present description and drawings are intended to be included within the scope of the claims.
Claims (7)
1. The blasting method for the hard rock stratum forming tunnel connecting channel is characterized by comprising the following steps of:
s10, arranging damping holes along the contour line of the connecting channel;
s20, manually tunneling a protection layer section of the communication channel;
step S30, drilling three rows of damping hole groups on the cross section of the connecting channel, wherein the three rows of damping hole groups are uniformly distributed along the tunneling width, and the three rows of damping hole groups are respectively a center row of damping hole group, a first side row of damping hole group and a second side row of damping hole group;
s40, a first blasting area is arranged between the first side-row shock absorption hole group and the second side-row shock absorption hole group, and charging holes are drilled between the center-row shock absorption hole group and the first side-row shock absorption hole group and between the center-row shock absorption hole group and the second side-row shock absorption hole group and distributed along a folding line along the tunneling height direction;
s50, dividing a first blasting area into a lower block, a grooved hole block and an upper block along the tunneling height direction, and blasting the lower block and the upper block simultaneously to form a free surface after the groove Kong Oukuai is charged and blasted;
s60, a second blasting area is arranged between the first side column damping hole group and the profile damping hole group on the outer side of the first side column damping hole group and between the second side column damping hole group and the profile damping hole group on the outer side of the second side column damping hole group, and charging holes are drilled in the second blasting area and distributed along a folding line in the height direction;
and step S70, charging and blasting the charging holes of the second blasting area to finish a circular footage.
2. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: in the step S10, the bottom of the shock absorbing hole is close to the wall of the other hole tunnel.
3. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: in the step S20, the length of the protection layer section is 1 meter to 1.6 meters.
4. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: the diameter of the damping hole is larger than that of the charging hole.
5. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: in step S70, the circulating footage of each section is 0.5 m.
6. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: in the step S40 and the step S60, the formula of the maximum single-stage explosive amount allowed by explosion safety is as follows:
Q=（V/K 1 K 2 ） 3/α ·R 3
q is the maximum explosive amount for primary detonation; v is the vibration speed of the control; k (K) 1 Coefficients related to the terrain and geological conditions from the point of blasting to the protected object; alpha is the decay index; k (K) 2 Is a reduction coefficient; r is the blasting safety distance;
the ring piece at the connecting channel is a reserved whole ring steel ring piece, reinforced concrete rings are arranged at two sides of the steel ring piece, a natural gas pipeline is paved between the two holes of the tunnel,
1) The explosion safety of the reinforced concrete ring allows the vibration speed, and is designed to be controlled according to V=3 cm/s;
2) The explosion safety of the steel ring piece allows the vibration speed, and is designed to be controlled according to V=8cm/s;
3) The safety of the natural gas pipeline allows the vibration speed to be controlled by V=2cm/s.
7. The method for hard rock formation tunnel junction channel blasting of claim 1, wherein: the ring piece at the connecting channel is a reserved whole ring steel ring piece, the two sides of the steel ring piece are reinforced concrete rings, in the step S40 and the step S60, along the tunneling length direction of the connecting channel,
1) The distance E between the charging hole and the reinforced concrete ring is in the range from the end point of the manual tunneling length to 2.0 m: hole pitch a=24 cm, row pitch b=20 cm, hole depth l=50 cm;
2) The distance F between the charging hole and the reinforced concrete ring is in the range of 2.0-3.0 m: hole pitch a=30 cm, row pitch b=30 cm, hole depth l=50 cm;
3) The distance G between the charging hole and the reinforced concrete ring is greater than 3.0 m: hole pitch a=60 cm, row pitch b=40 cm, hole depth l=50 cm.
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| CN110953944A (en) * | 2019-11-21 | 2020-04-03 | 中交隧道工程局有限公司 | Method for rapid tunneling by hole-by-hole detonation of flat guide straight-hole cut of extra-long tunnel |
| CN111043926A (en) * | 2020-01-03 | 2020-04-21 | 重庆中环建设有限公司 | 400m is realized based on electron detonator2Blasting excavation method for tunnel with large cross section |
| CN113959283A (en) * | 2021-08-02 | 2022-01-21 | 贵州华昱乾城科技服务有限公司 | Blasting construction method for large-section tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102183184A (en) * | 2011-03-12 | 2011-09-14 | 浙江大学 | Blast method for realizing vibration attenuation and protection of early-age concrete lining during tunnel construction |
| KR20170019598A (en) * | 2015-08-12 | 2017-02-22 | 이승준 | remote control system and process for blasting to protect workingman in tunnel |
| CN107764144A (en) * | 2017-10-17 | 2018-03-06 | 北京住总集团有限责任公司 | A kind of tunnel Millisecond Controlled Blasting method |
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| CN110953944A (en) * | 2019-11-21 | 2020-04-03 | 中交隧道工程局有限公司 | Method for rapid tunneling by hole-by-hole detonation of flat guide straight-hole cut of extra-long tunnel |
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| CN113959283A (en) * | 2021-08-02 | 2022-01-21 | 贵州华昱乾城科技服务有限公司 | Blasting construction method for large-section tunnel |
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