CN109594989B - Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles - Google Patents
Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles Download PDFInfo
- Publication number
- CN109594989B CN109594989B CN201811392012.8A CN201811392012A CN109594989B CN 109594989 B CN109594989 B CN 109594989B CN 201811392012 A CN201811392012 A CN 201811392012A CN 109594989 B CN109594989 B CN 109594989B
- Authority
- CN
- China
- Prior art keywords
- trestle
- inverted arch
- construction
- double
- foundation pit
- 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.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 72
- 239000011435 rock Substances 0.000 title claims abstract description 27
- 238000000034 method Methods 0.000 claims abstract description 40
- 238000005422 blasting Methods 0.000 claims abstract description 37
- 238000009412 basement excavation Methods 0.000 claims abstract description 29
- 238000013016 damping Methods 0.000 claims abstract description 9
- 230000000694 effects Effects 0.000 claims abstract description 3
- 238000009415 formwork Methods 0.000 claims description 21
- 238000005507 spraying Methods 0.000 claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000005474 detonation Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 230000008030 elimination Effects 0.000 claims description 3
- 238000003379 elimination reaction Methods 0.000 claims description 3
- 238000005516 engineering process Methods 0.000 claims description 3
- 239000002360 explosive Substances 0.000 claims description 3
- 239000000779 smoke Substances 0.000 claims description 3
- 238000009423 ventilation Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 claims description 2
- 230000000977 initiatory effect Effects 0.000 claims 1
- 239000000463 material Substances 0.000 description 4
- 239000002893 slag Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—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
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D15/00—Movable or portable bridges; Floating bridges
- E01D15/12—Portable or sectional bridges
- E01D15/133—Portable or sectional bridges built-up from readily separable standardised sections or elements, e.g. Bailey bridges
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a rapid construction method of a tunnel under a weak surrounding rock condition, aiming at solving the problem that the existing construction process is difficult to meet the regulation of safe step distance under the weak surrounding rock condition; meanwhile, the weak surrounding rock tunnel has large deformation and needs to be constructed and closed quickly, but the construction effect is not satisfactory in reality, and safety accidents are easy to happen. Therefore, aiming at the difficulties, the invention realizes the differential vibration-damping blasting by using the digital detonator, reduces the disturbance to the surrounding rock and ensures the smoothness of the subsequent construction; the use of two landing stage inverted arch movable mould frame equipment, two landing stages innovatively alternate the overlap joint position in turn, have a pair landing stage all the time to be used for the driving in the work progress, solved the interference problem of step excavation and inverted arch construction, make the efficiency of construction promote by a wide margin. By adopting the related equipment and construction process, the strict safety step pitch regulation can be met, and the tunnel construction efficiency can be obviously improved while the construction safety of the weak surrounding rock tunnel is improved.
Description
Technical Field
The invention belongs to the field of tunnel engineering, and particularly relates to a rapid construction method of a tunnel under a weak surrounding rock condition.
Background
Weak surrounding rock is a common unfavorable geological condition and is often encountered in the construction of tunnels. The three-step subsection excavation method is a common method for building a tunnel under the condition of weak surrounding rocks, in the construction scheme of the traditional three-step excavation method, three steps, namely an upper step, a middle step and a lower step, are excavated step by step from top to bottom, and the inverted arch of the tunnel generally lags behind the step construction procedure and is independently implemented, so that the entering and exiting of personnel, machinery and slag materials on the excavation face are inevitably influenced, and the construction efficiency is influenced. In addition, under the regulation of safe step pitch, the distance between the two linings and the inverted arch and the tunnel face has strict requirements; the soft surrounding rock is easy to be disturbed, the deformation is large, and if the soft surrounding rock is not closed to form a ring in time, the safe construction can be influenced, and a safety accident can be caused.
Disclosure of Invention
The invention aims to provide a quick construction method for a double trestle with three steps simultaneously detonating for a weak surrounding rock tunnel, wherein an upper step, a middle step and a lower step are simultaneously detonated with inverted arches, simultaneously mucked and quickly sealed, unnecessary disturbance to the surrounding rock is reduced, the problem of mutual interference between tunnel face construction and inverted arch construction in the original method is solved by applying a double trestle inverted arch movable formwork device, the construction safety can be ensured at a safe step pitch, and the construction progress and the construction efficiency are improved.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows: a quick construction method for a three-step simultaneous detonation double-stack bridge of a weak surrounding rock tunnel is characterized in that a working face excavation adopts a differential vibration reduction blasting method to simultaneously construct an upper step, a middle step and a lower step belt inverted arch, and a construction vehicle in front of the working face passes through the double-stack bridge at the rear; the construction of the inverted arch adopts a double-deck bridge inverted arch movable formwork method.
Further, the differential vibration damping blasting method comprises the following specific steps:
and 5, completing primary support construction, and repeating the steps 1-4 until the construction is finished.
Further, in the step 1, blasting design is performed before the first blasting is started to obtain blasting parameters, and after the blasting is finished, the blasting parameters are optimized for the next blasting according to the blasting effect; the blasting parameters comprise hole number, hole depth, hole diameter, hole distance, row distance, minimum resistance line, single explosive consumption, and delay time among holes and rows.
Furthermore, the double trestle comprises a first trestle and a second trestle which are arranged in parallel along the tunneling direction of the tunnel; each trestle is of a two-piece separated type, and a double lane is formed.
Further, the construction method of the double-stack bridge inverted arch movable formwork comprises the following specific steps:
step a, excavating an inverted arch foundation pit, wherein the length of the inverted arch foundation pit is the same as that of an effective working surface of a trestle; one end of the double-deck bridge inverted arch movable mould frame equipment is placed on inverted arch filling concrete which has reached the strength, and the other end of the double-deck bridge inverted arch movable mould frame equipment is placed on smooth and stable virtual slag; an end beam is arranged below the inverted arch movable formwork of the double-trestle bridge and is positioned in the middle of the trestle bridge, the inverted arch foundation pit is divided into a front foundation pit and a rear foundation pit by the end beam, wherein the front foundation pit is arranged on one side close to the tunnel face, and the rear foundation pit is arranged on one side close to the opening;
b, pouring inverted arch second-lining concrete on the rear foundation pit by using the first trestle by using pouring equipment, pouring inverted arch filling concrete after the strength is achieved, and allowing a transport vehicle for tunnel face construction to pass through the second trestle in the pouring process;
step c, moving the second trestle backwards by X meters, placing one end of the second trestle on the inverted arch filling concrete which reaches the strength behind the foundation pit, placing the other end of the second trestle on an end beam, and curing the concrete poured in the step b; excavating virtual slag in front of a foundation pit at the side of a second trestle, wherein the excavation length is X meters, and a construction vehicle and a transport vehicle on the tunnel face pass through the first trestle in the excavation process;
d, after the excavation of the virtual slag in front of the foundation pit at the side of the second trestle in the step c is finished, moving the second trestle forwards by 2X meters, putting one end of the second trestle on an end beam, putting the other end of the second trestle on the flat and stable virtual slag, wherein the inverted arch filled concrete reaches the strength, and the second trestle is used as a passage of a construction vehicle and a transport vehicle on the tunnel face; moving the first trestle backwards by X meters, and excavating virtual slag in front of a foundation pit at the side of the first trestle, wherein the excavation length is X meters;
e, after the excavation of the virtual slag in front of the foundation pit at the side of the first trestle in the step d is finished, moving the first trestle forwards by 2X meters in parallel with the second trestle, removing the inverted arch filling template, moving the movable mould frame and the end beam forwards by X meters, and placing the movable mould frame and the end beam in the middle of the foundation pit;
and f, repeating the steps a to e until the construction is finished.
Furthermore, the differential shock-absorbing blasting method adopts a digital detonator to detonate hole by hole.
Furthermore, the excavation length of the upper step, the middle step and the lower step belt inverted arches is 4-5 meters, and the excavation height ratio of the upper step, the middle step and the lower step belt inverted arches is 4:3: 3.
Compared with the prior art, the invention has at least the following beneficial effects:
compared with the traditional construction method, the method can shorten the distance from the tunnel face to the closed position of the inverted arch to ensure that the distance meets the safety step distance required by the specification, and reduces the probability of tunnel collapse;
three-step digital detonator differential vibration reduction blasting, blasting times are reduced by simultaneous detonation, disturbance to surrounding rock is reduced, construction speed of a tunnel face is accelerated, a lower step zone inverted arch is excavated simultaneously, and the tunnel face can be quickly closed, so that deformation of weak surrounding rock is effectively inhibited, and construction safety is guaranteed;
the double trestle inverted arch movable formwork method utilizes different front and back position settings of two trestles to simultaneously carry out tunnel face construction and inverted arch construction, solves the problem of mutual interference between tunnel face excavation and inverted arch construction, and improves the construction efficiency.
Drawings
FIG. 1 is a process flow chart of the differential vibration-damping blasting construction method of the present invention;
FIG. 2 is a three-dimensional perspective view of a construction section of the present invention;
FIG. 3 is a longitudinal two-dimensional view of a construction section of the present invention;
FIG. 4 is a schematic illustration of a moving formwork method for an inverted arch of a double trestle according to the present invention;
FIG. 5 is a schematic illustration of a moving formwork method for an inverted arch of a double trestle bridge according to the present invention;
FIG. 6 is a schematic illustration of a moving formwork method of the inverted arch of the double-deck bridge of the present invention;
FIG. 7 is a schematic illustration of a moving formwork method for an inverted arch of a double trestle in the invention;
FIG. 8 is a schematic illustration of a moving formwork method for an inverted arch of a double trestle in the invention;
FIG. 9 is a schematic drawing f of the double-deck bridge inverted arch moving formwork method of the present invention.
In the figure: 1-upper step, 2-middle step, 3-lower step with inverted arch, 4-primary support, 5-virtual slag, 6-trestle, 7-end beam, 8-inverted arch filled concrete, 9-secondary lining, 10-first trestle, 11-second trestle, 12-concrete tank truck, 13-slag car, 14-virtual slag in front of foundation pit at the side of second trestle, and 15-virtual slag in front of foundation pit at the side of first trestle.
Detailed Description
The invention discloses a quick construction method for a three-step simultaneous detonation double trestle bridge of a weak surrounding rock tunnel. The method aims to improve the construction efficiency of the weak surrounding rock tunnel, can reduce the disturbance of the weak surrounding rock, quickly seal the inverted arch of the tunnel, inhibit the deformation of the tunnel, optimize the construction steps, solve the problem of mutual interference among different procedures, and realize the quick construction of the weak surrounding rock tunnel under the condition of safe step pitch.
The method of the present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1, the tunnel face excavation of the invention mainly comprises the following steps:
and 5, completing construction of the primary support 4, and repeating the steps 1-4 until the construction is finished.
As shown in fig. 2, the excavation length of each step in the above steps is controlled to be about 5 m, and the excavation height ratio of the upper step 1, the middle step 2 and the lower step belt inverted arch 3 is about 4:3: 3. The distance between the tunnel face position and the closed position of the inverted arch is 34 meters, and the condition that the safe step distance of the IV, V and VI level soft surrounding rock is less than 35 meters is met. Meanwhile, the construction vehicle of the tunnel face can utilize one trestle of the double trestles as a driving channel at any time, so that the tunnel face construction and the inverted arch construction can be synchronously carried out, and mutual interference is avoided. Specifically, the double-trestle inverted arch movable formwork construction process of the inverted arch part adopts two trestles, the normal operation of inverted arch construction is ensured by changing the front and back position relation of the double trestles in the construction process, and at least one trestle can be used as a material channel for transporting material equipment and the like, so that the tunnel face construction and the inverted arch construction can be synchronously performed without mutual influence.
As shown in fig. 3, which is a three-dimensional perspective view of the construction method of the present invention, each trestle 6 of the double trestle of the present invention is arranged in two separated pieces to form a double lane; in the preferred embodiment of the present invention, the length of the single trestle 6 is 17 meters, the length of the effective working surface is 13 meters, the length of each end support is 2 meters, the width of each end support is 1.2 meters, the width of each end beam is about 1 meter, the weight of each end beam is about 8 tons, and the equipment can be moved back and forth by using an excavator.
As shown in fig. 4, the construction steps of the double trestle inverted arch movable formwork method of the invention are as follows:
and 6, repeating the steps 1-5 until the construction is finished.
The above description is only a preferred example of the present invention, and is not intended to limit the scope of the present invention, but those skilled in the art will understand the following: the technical solutions described above can still be modified by the skilled person, or some technical features thereof can be equivalently replaced, so that the present invention can be reasonably applied to practical engineering; meanwhile, the technical proposal of the invention is not to depart from the spirit and scope of the technical proposal of the invention by the modification or the replacement of the technical proposal by the technical personnel.
Claims (4)
1. A quick construction method for a three-step simultaneous detonation double trestle bridge of a weak surrounding rock tunnel is characterized in that a working face excavation method adopts a differential vibration-damping blasting method to simultaneously construct an upper step (1), a middle step (2) and a lower step belt inverted arch (3), and a construction vehicle in front of the working face passes through the double trestle bridge at the rear; the construction of the inverted arch adopts a double-deck bridge inverted arch movable formwork method;
the double trestle comprises a first trestle (10) and a second trestle (11) which are arranged in parallel along the tunneling direction of the tunnel; each trestle is of a two-piece separated type, so that a double lane is formed;
the construction method of the double trestle inverted arch movable formwork comprises the following specific steps:
a, excavating an inverted arch foundation pit, wherein the length of the inverted arch foundation pit is the same as that of an effective working face of a trestle (6); one end of the double-deck bridge inverted arch movable formwork equipment is placed on inverted arch filling concrete (8) with the strength achieved, and the other end of the double-deck bridge inverted arch movable formwork equipment is placed on smooth and stable virtual slag (5); an end beam (7) is arranged below the inverted arch movable formwork of the double trestle, the end beam (7) is arranged in the middle of the trestle, the inverted arch foundation pit is divided into a front foundation pit and a rear foundation pit by the end beam (7), wherein the front foundation pit is arranged on one side close to the face, and the rear foundation pit is arranged on one side close to the opening;
b, pouring inverted arch second lining concrete (9) on a rear foundation pit by using the first trestle (10) through pouring equipment, pouring inverted arch filling concrete (8) after the strength is achieved, and enabling a transport vehicle constructed on a tunnel face to pass through the second trestle (11) in the pouring process;
step c, moving the second trestle (11) backwards by X meters, placing one end of the second trestle on inverted arch filling concrete (8) which reaches the strength behind the foundation pit, placing the other end of the second trestle on an end beam (7), and curing the concrete poured in the step b; excavating a virtual slag (14) in front of a foundation pit at the side of a second trestle, wherein the excavation length is X meters, and a construction vehicle and a transport vehicle on the tunnel face pass through the first trestle (10) in the excavation process;
d, after excavation of virtual slag (14) in front of the foundation pit at the side of the second trestle is finished in the step c, moving the second trestle (11) forward by 2X meters, placing one end of the second trestle on an end beam (7), placing the other end of the second trestle on smooth and stable virtual slag (5), wherein the inverted arch filled concrete reaches the strength, and the second trestle (11) is used as a construction vehicle and a tunnel face transportation vehicle channel; moving the first trestle (10) backwards by X meters, and excavating virtual slag (15) in front of a foundation pit at the side of the first trestle, wherein the excavation length is X meters;
e, after the excavation of the virtual slag (15) in front of the foundation pit at the side of the first trestle in the step d is finished, moving the first trestle (10) forwards 2X meters parallel to the second trestle (11), removing the inverted arch filling template, moving the movable mould frame and the end beam (7) forwards X meters, and placing the movable mould frame and the end beam in the middle of the foundation pit;
f, repeating the steps a to e until the construction is finished;
the excavation length of the upper step (1), the middle step (2) and the lower step belt inverted arch (3) is 4-5 m, and the excavation height ratio of the upper step (1), the middle step (2) and the lower step belt inverted arch (3) is 4:3: 3.
2. The method for simultaneously detonating the double trestle bridges in the weak surrounding rock tunnel according to the claim 1, which is characterized in that the differential vibration-damping blasting method comprises the following specific steps:
step 1, simultaneously drilling and charging an upper step (1), a middle step (2) and a lower step belt inverted arch (3), and simultaneously detonating by adopting a differential vibration damping blasting technology;
step 2, after ventilation and smoke exhaust, danger elimination is carried out on the upper step (1) and the middle step (2), a temporary ramp is built for the middle step (2) by utilizing partial ballast, and the rest ballast is raked to the lower step belt inverted arch (3);
step 3, primary spraying, bolting, reinforcing mesh hanging and arch erecting are carried out on the upper step (1) and the middle step (2), and meanwhile, mucking of the lower step with the inverted arch (3) is carried out;
step 4, re-spraying the upper step (1) and the middle step (2), simultaneously performing primary spraying, anchoring rod striking, reinforcing mesh hanging, arch centering and re-spraying on the lower step, and performing base cleaning, primary spraying, arch centering installation, re-spraying and virtual ballast backfilling on an inverted arch;
and 5, completing construction of the primary support (4), and repeating the steps 1-4 until the construction is finished.
3. The method for the rapid construction of the double trestle bridge with the simultaneous initiation of the three steps in the weak surrounding rock tunnel according to claim 2, wherein blasting parameters are obtained by performing blasting design before the first blasting in the step 1 is started, and after the blasting is completed, the blasting parameters are optimized for the next blasting according to blasting effect; the blasting parameters comprise hole number, hole depth, hole diameter, hole distance, row distance, minimum resistance line, single explosive consumption, and delay time among holes and rows.
4. The method for simultaneously detonating the double trestle bridges in the weak surrounding rock tunnel according to the three steps of claim 1 or 3, characterized in that the differential shock-absorbing blasting method adopts digital detonators to detonate hole by hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811392012.8A CN109594989B (en) | 2018-11-21 | 2018-11-21 | Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811392012.8A CN109594989B (en) | 2018-11-21 | 2018-11-21 | Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109594989A CN109594989A (en) | 2019-04-09 |
| CN109594989B true CN109594989B (en) | 2021-01-08 |
Family
ID=65960181
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811392012.8A Active CN109594989B (en) | 2018-11-21 | 2018-11-21 | Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109594989B (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110259459B (en) * | 2019-07-16 | 2021-07-06 | 中铁隧道局集团有限公司 | Tunnel excavation construction organization method based on three-step method |
| CN110685719A (en) * | 2019-10-31 | 2020-01-14 | 中铁建大桥工程局集团第五工程有限公司 | Quick construction method for double-span simply-supported inverted arch trestle |
| CN111021409B (en) * | 2019-12-20 | 2021-07-02 | 中铁十八局集团有限公司 | Steep slope soil rock tunnel portal underground excavation bridge tunnel and side slope parallel construction method |
| CN114183172A (en) * | 2021-11-22 | 2022-03-15 | 中铁十六局集团第三工程有限公司 | Large-deformation tunnel construction method based on safety step |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008308854A (en) * | 2007-06-13 | 2008-12-25 | Ohbayashi Corp | Method of constructing ballast part in tunnel and the ballast part |
| CN105257295B (en) * | 2015-09-26 | 2019-03-22 | 中交第二公路工程局有限公司 | A kind of micro- bench excavation construction technology in tunnel based on bench cut method |
| CN106555593B (en) * | 2016-12-02 | 2018-11-30 | 中铁隧道集团有限公司 | A kind of big cross section soft rock tunnel is got out of a predicament or an embarrassing situation the construction method of excavation synchronous with inverted arch |
| CN107725073B (en) * | 2017-11-06 | 2024-04-02 | 中建八局第一建设有限公司 | Tunnel construction method based on simple trestle |
| CN108386197A (en) * | 2018-01-03 | 2018-08-10 | 中铁十六局集团第四工程有限公司 | A kind of up/down steps band inverted arch method for synchronously constructing based on tunnel bench cut method |
-
2018
- 2018-11-21 CN CN201811392012.8A patent/CN109594989B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN109594989A (en) | 2019-04-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109594989B (en) | Quick construction method for simultaneously detonating three steps of weak surrounding rock tunnel and double trestles | |
| CN110487138B (en) | Full-section smooth blasting construction method for high-altitude small-section long steep slope tunnel | |
| CN110132084B (en) | Tunnel over-under-excavation control method | |
| CN100564803C (en) | Rock lane digging method | |
| CN109209392B (en) | Full-ring excavation method suitable for IV-V-grade surrounding rock of large-section tunnel | |
| CN102927867A (en) | Vibration absorbing method for cut presplitting blasting | |
| MX2012009756A (en) | Underground mining. | |
| CN103557758B (en) | Expanded excavation area hole inside and outside combined delay subarea differential initiation network in tunnel blasting | |
| CN105804748B (en) | A kind of method of block mining Wall ore under open air transport system | |
| CN109855496B (en) | Comprehensive melon breaking type deep hole cutting blasting method for hard rock in tunnel | |
| CN111997616B (en) | Method for continuously recycling residual top-bottom column by adopting large section | |
| CN104895574A (en) | Construction method for controlling large cross section tunnel blasting vibration velocity | |
| CN110778320A (en) | Synchronous excavation supporting construction method for three-step inverted arch of weak surrounding rock tunnel | |
| CN111894596A (en) | Vertical shaft raise construction method | |
| CN108915694B (en) | Construction method for tunnel lower-layer step full-section protective-layer-free extrusion blasting and road repairing and access protection | |
| CN113530558A (en) | Double-chute-inclined roadway combined layered construction method for big and high chamber | |
| CN113605903B (en) | Quick, simple and easy-to-operate new excavation and lining method for tunnel or arch base chamber of special anchorage | |
| CN110196002B (en) | Safe and efficient blasting construction method for vertical shaft wall beam nest | |
| CN103557756B (en) | Advanced pilot tunnel hole-by-hole delay detonation network in tunnel blasting | |
| CN112880501B (en) | Flight-limited hole drilling and blasting method for controlling tunnel blasting flyrock | |
| CN104234716A (en) | Bagged-cofferdam filling mining method | |
| CN116658178B (en) | Ultra-small clear distance tunnel subsection differential blasting vibration reduction and isolation construction method | |
| CN104632255A (en) | Large-section rapid construction method for shaft bottom coal bunker | |
| CN103982184A (en) | Falling ore directional slip control method adopting underground mine bottom-pillar-free caving mining method | |
| CN112964143B (en) | Three-time blasting method for hollow hole straight-hole cut |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20210630 Address after: No. 605, Maogang Road, Huangpu District, Guangzhou, Guangdong 510700 Patentee after: GUANGDONG BLASTING ENGINEERING Co.,Ltd. Address before: 710064 middle section of South Second Ring Road, Beilin District, Xi'an City, Shaanxi Province Patentee before: CHANG'AN University |
|
| TR01 | Transfer of patent right |