CN108266190A - A kind of hard rock tunnel construction method - Google Patents
A kind of hard rock tunnel construction method Download PDFInfo
- Publication number
- CN108266190A CN108266190A CN201711484246.0A CN201711484246A CN108266190A CN 108266190 A CN108266190 A CN 108266190A CN 201711484246 A CN201711484246 A CN 201711484246A CN 108266190 A CN108266190 A CN 108266190A
- Authority
- CN
- China
- Prior art keywords
- borehole
- group
- construction method
- tunnel construction
- hard rock
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
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Classifications
-
- 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
-
- 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
- E21D9/10—Making by using boring or cutting machines
Abstract
The invention discloses a kind of hard rock tunnel construction methods, include the following steps：(1), it lays borehole and clears up blasthole：First borehole group and the second borehole group are evenly distributed along the circumferential direction of excavation line, second borehole group and the setting of the first borehole group concentric circles, third borehole group is triangle, and a wherein affiliated borehole is using the center of circle of excavation face as vertex, 4th borehole group arranges the bottom for being located at excavation face, is set in a horizontal linear；(2), simultaneously ignition charge obtains rock fracture for installation；(3), along rock fracture tunneling.A rate of advance of the present invention is fast, and the rock after explosion generates a large amount of cracks, and integral strength is less than cantilever excavator and excavates ability, greatly accelerates driving speed.
Description
Technical field
The present invention relates to constructing tunnel fields, and in particular to a kind of hard rock tunnel construction method.
Background technology
Common technical measures have drilling and blasting method and shield method in existing subway tunnel, and drilling and blasting method is controlled in urban sector vibration velocity
Difficulty is big, has destruction to periphery pipeline and structures, security risk is big, while easily causes dispute；Furthermore explosive transport and
Keeping controls stringent, it is impossible to ensure to supply continuity, the duration does not ensure；Shield method is of high cost, suitable for long distance tunnel；Together
When be confined to its construction, shield machine can play the advantages of it is efficiently quick in uniform geology, in unevenness such as karsts
Without clear superiority in even geology.
It is 90MPa that EBZ260 cantilever excavators maximum, which excavates rock strength, when rock strength is more than 90MPa, to equipment
Loss increase, and construction speed is slow, leads to claim for eot, and cost increases.
Patent application CN201710709431.9 discloses a kind of hard rock tunnel excavation construction method, and this method essence is quick-fried
It breaks digging to be added with cantilever excavator two kinds of the simple of construction method of excavation, narrow-bore tunnel is only applicable to, without fundamentally
Control of the blast working in the process to Explosive Vibrating Velocity is solved, the construction effect being added two-by-two more than 2 is not achieved, if the construction method
Apply in municipal works, especially wear down in the constructing tunnel of building without clear superiority, it is also possible to can cause house crack,
The accidents such as face sedimentation.
Invention content
Present invention aims at a kind of hard rock tunnel construction method is provided, hard rock tunnel difficulty of construction in municipal works is solved
Greatly, the problem of construction risk is high, long in time limit, of high cost.
The present invention is achieved through the following technical solutions：
A kind of hard rock tunnel construction method, includes the following steps：
(1), it lays borehole and clears up blasthole：First borehole group and the second borehole group are uniformly arranged along the circumferential of excavation line
Row, the second borehole group and the setting of the first borehole group concentric circles, third borehole group is triangle, and wherein affiliated borehole
Using the center of circle of excavation face as vertex, the 4th borehole group arranges the bottom for being located at excavation face, is set in a horizontal linear；
(2), simultaneously ignition charge obtains rock fracture for installation；
(3), along rock fracture tunneling.
Air line distance between the borehole two-by-two of first borehole group is 1000mm.
Air line distance between the borehole two-by-two of second borehole group is 1000mm.
The air line distance using the center of circle as the borehole side end point on earth on vertex of third borehole group is 1000mm.
Air line distance between the borehole two-by-two of 4th borehole group is 1330mm.
The radial distance of first borehole group and the second borehole group is 1000mm.
The radial distance of first borehole group and excavation line is 500mm.
Step (3) tunneling carries out the excavation of S-shaped using cantilever excavator from top to bottom along excavation face.
Construction method disclosed in prior art CN201710709431.9 patents is the effect of 1+1=2, of the invention then be 1+
The effect of 1 ＞ 2, in essence, their method, which is that two kinds of construction methods are front and rear, constructs, and can be mutually disengaged reality to each other
It is existing, and the present invention is that two kinds of processes combine together, complementary relationship, the present invention strictly controls explosive by this method
Dosage, by the control on explosive charge, to reduce Explosive Vibrating Velocity, (Explosive Vibrating Velocity, which crosses conference, influences the structure peace of surrounding building
Entirely, cause the consequence of house crack, land subsidence)；And CN201710709431.9 makes rock in the case where identical borehole is set
Stone generates throwing, and explosive consumption is more, and Explosive Vibrating Velocity cannot be controlled effectively, does not have safely to surrounding building structure
It ensures.
The present invention be directed to the rocks that rock strength is more than cantilever excavator excavation ability, take and first loosen rock
Blast working increases rock fracture, can reach rapid construction so as to reduce country rock integral strength, reduce cost, reduction duration
Purpose, while can effective controlled blasting vibration velocity, can more preferably protect the structure safety of surrounding building.
The distance between adjacent borehole in the present invention in borehole group can reduce 0-500mm, that is, increase the number of borehole,
Further reduce Explosive Vibrating Velocity, but explosive charge will not be increased in the present invention.The setting of the distance between the number of borehole and borehole
The effect of standing is influenced, is directly related to the generation in crack and distribution situation in country rock, and then influences cantilever excavator and opens
The complexity of digging process.
Compared with prior art, the present invention it has the following advantages and advantages：
1st, construction safety, by effective control to Explosive Vibrating Velocity, surrounding building and pipeline will not be caused damage and
It destroys；
2nd, a rate of advance is fast, and the rock after explosion generates a large amount of cracks, and integral strength is less than cantilever excavator and excavates ability,
Greatly accelerate driving speed；
3rd, construction cost is reduced, the increase of rock fracture reduces integral strength, reduces the attrition of equipment, simultaneously
Increase construction speed, thereby reduce cost.
Description of the drawings
Attached drawing described herein is used for providing further understanding the embodiment of the present invention, forms one of the application
Point, do not form the restriction to the embodiment of the present invention.In the accompanying drawings：
Fig. 1 is schematic structural view of the invention.
Fig. 2 is the present invention installation explosive location drawing.
Fig. 3 excavates line map for cantilever excavator.
Specific embodiment
To make the objectives, technical solutions, and advantages of the present invention clearer, with reference to embodiment and attached drawing, to this
Invention is described in further detail, and exemplary embodiment of the invention and its explanation are only used for explaining the present invention, do not make
For limitation of the invention.
Embodiment 1
The construction method for excavating hard rock tunnel includes the following steps：
Step 1: borehole is laid and drilling
According to design requirement, with reference to on-site actual situations Reasonable Arrangement borehole, borehole spacing, borehole depth, borehole are included
Angle of inclination etc.；Later, borehole is set using YT-28 air drills according to surveying and locating and clears up blasthole, it is ensured that demolition effect.
Step 2: explosive installation and ignition
Emulsion is carried out to each blasthole according to design parameter and millisecond delay electric detonator is installed, according to quick-fried in installation process
Principle control dynamite quantity per hole, single hop dose and detonator section of the broken vibration velocity no more than 1cm/s, are checked, really after installation is complete
It is ignited under the premise of ensuring safety.
Step 3: cantilever excavator is constructed
Digging excavation is carried out to the rock that crack is developed strongly using cantilever excavator after Danger removal by blasting, is applied with this to improve
Work efficiency rate.
Specific reference to Fig. 1 and Fig. 2, laying and drilling to blasthole.The first borehole group and the second borehole in excavation face
Group is evenly distributed along the circumferential direction of excavation line, and the second borehole group and the setting of the first borehole group concentric circles, third borehole group form three
It is angular, and wherein affiliated borehole, using the center of circle of excavation face as vertex, the 4th borehole group arranges the bottom for being located at excavation face, is in
One horizontal linear setting；
Air line distance between the borehole two-by-two of first borehole group is 1000mm.
Air line distance between the borehole two-by-two of second borehole group is 1000mm.
The air line distance using the center of circle as the borehole side end point on earth on vertex of third borehole group is 1000mm.Third borehole group
For 3 boreholes, one of borehole is vertex of other two borehole as base using the center of circle of excavation face as vertex.
Air line distance between the borehole two-by-two of 4th borehole group is 1330mm.
The radial distance of first borehole group and the second borehole group is 1000mm.
The radial distance of first borehole group and excavation line is 500mm.
Detonator section may be provided at the first borehole group and the second borehole group is located between the last position borehole below excavation face, with
And it is arranged between third borehole group and the last position borehole of the 4th borehole group.
Shown in Fig. 3, explosion can be carried out after explosive installation, after explosion, hard rock generates crack, and crack is distributed in excavation face
On, cantilever excavator can be by the excavation for making S types from top to bottom along excavation face.In the process, by the setting to blasthole to quick-fried
Broken vibration velocity has carried out effective control, and surrounding building and pipeline will not be caused to damage and destroyed.After explosion, a rate of advance is fast,
Rock after explosion generates a large amount of cracks, and integral strength is less than cantilever excavator and excavates ability, accelerates driving speed.
Above-described specific embodiment has carried out the purpose of the present invention, technical solution and advantageous effect further
It is described in detail, it should be understood that the foregoing is merely the specific embodiment of the present invention, is not intended to limit the present invention
Protection domain, all within the spirits and principles of the present invention, any modification, equivalent substitution, improvement and etc. done should all include
Within protection scope of the present invention.
Claims (8)
1. a kind of hard rock tunnel construction method, which is characterized in that include the following steps：
(1), it lays borehole and clears up blasthole：First borehole group and the second borehole group are evenly distributed along the circumferential direction of excavation line, the
Two borehole groups and the setting of the first borehole group concentric circles, multiple boreholes of third borehole group are triangle, and wherein affiliated one
For a borehole using the center of circle of excavation face as vertex, the 4th borehole group arranges the bottom for being located at excavation face, is set in a horizontal linear；
(2), simultaneously ignition charge obtains rock fracture for installation；
(3), along rock fracture tunneling.
2. hard rock tunnel construction method according to claim 1, which is characterized in that between the borehole two-by-two of the first borehole group
Air line distance be 1000mm.
3. hard rock tunnel construction method according to claim 1, which is characterized in that between the borehole two-by-two of the second borehole group
Air line distance be 1000mm.
4. hard rock tunnel construction method according to claim 1, which is characterized in that third borehole group using the center of circle as vertex
Borehole on earth side end point air line distance be 1000mm.
5. hard rock tunnel construction method according to claim 1, which is characterized in that between the borehole two-by-two of the 4th borehole group
Air line distance be 1330mm.
6. hard rock tunnel construction method according to claim 1, which is characterized in that the first borehole group and the second borehole group
Radial distance is 1000mm.
7. hard rock tunnel construction method according to claim 1, which is characterized in that the first borehole group and the radial direction of excavation line
Distance is 500mm.
8. hard rock tunnel construction method according to claim 1, which is characterized in that step (3) tunneling uses cantilever
Development machine carries out the excavation of S-shaped along excavation face from top to bottom.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711484246.0A CN108266190A (en) | 2017-12-29 | 2017-12-29 | A kind of hard rock tunnel construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711484246.0A CN108266190A (en) | 2017-12-29 | 2017-12-29 | A kind of hard rock tunnel construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108266190A true CN108266190A (en) | 2018-07-10 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711484246.0A Pending CN108266190A (en) | 2017-12-29 | 2017-12-29 | A kind of hard rock tunnel construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108266190A (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100676914B1 (en) * | 2006-06-13 | 2007-02-01 | 주식회사 무진네오테크 | Excavating method of tunnel with slight vibration |
| CN101191416A (en) * | 2006-11-27 | 2008-06-04 | 杨仁树 | Rock lane digging method |
| CN104482815A (en) * | 2014-11-28 | 2015-04-01 | 中铁二十三局集团有限公司 | Tunnel smooth blasting method |
| CN104596375A (en) * | 2015-02-09 | 2015-05-06 | 安徽理工大学 | Fully mechanized excavation construction method for rock roadway |
| CN105937395A (en) * | 2015-09-14 | 2016-09-14 | 安徽建筑大学 | Fast and highly-efficient tunneling method for large section of hard-rock tunnel in coal mine by combination of fully-mechanized tunneling and blasting driving |
| CN107269284A (en) * | 2017-08-18 | 2017-10-20 | 徐工集团工程机械有限公司 | Hard rock tunnel excavation construction method |
-
2017
- 2017-12-29 CN CN201711484246.0A patent/CN108266190A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100676914B1 (en) * | 2006-06-13 | 2007-02-01 | 주식회사 무진네오테크 | Excavating method of tunnel with slight vibration |
| CN101191416A (en) * | 2006-11-27 | 2008-06-04 | 杨仁树 | Rock lane digging method |
| CN104482815A (en) * | 2014-11-28 | 2015-04-01 | 中铁二十三局集团有限公司 | Tunnel smooth blasting method |
| CN104596375A (en) * | 2015-02-09 | 2015-05-06 | 安徽理工大学 | Fully mechanized excavation construction method for rock roadway |
| CN105937395A (en) * | 2015-09-14 | 2016-09-14 | 安徽建筑大学 | Fast and highly-efficient tunneling method for large section of hard-rock tunnel in coal mine by combination of fully-mechanized tunneling and blasting driving |
| CN107269284A (en) * | 2017-08-18 | 2017-10-20 | 徐工集团工程机械有限公司 | Hard rock tunnel excavation construction method |
Non-Patent Citations (1)
| Title |
|---|
| 付路军 等: "硬岩松动爆破加综掘机下山联合掘进", 《江西煤炭科技》 * |
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| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180710 |
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| RJ01 | Rejection of invention patent application after publication |