CN112855176B - Method for rapidly excavating deep-excavation large-dip-angle small-caliber tunnel anchor - Google Patents
Method for rapidly excavating deep-excavation large-dip-angle small-caliber tunnel anchor Download PDFInfo
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- CN112855176B CN112855176B CN202110297669.1A CN202110297669A CN112855176B CN 112855176 B CN112855176 B CN 112855176B CN 202110297669 A CN202110297669 A CN 202110297669A CN 112855176 B CN112855176 B CN 112855176B
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 56
- 238000000034 method Methods 0.000 title claims abstract description 37
- 238000007599 discharging Methods 0.000 claims abstract description 113
- 239000002893 slag Substances 0.000 claims abstract description 107
- 239000011435 rock Substances 0.000 claims description 17
- 239000002689 soil Substances 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 26
- 230000008901 benefit Effects 0.000 abstract description 4
- 238000013468 resource allocation Methods 0.000 abstract description 2
- 238000005422 blasting Methods 0.000 description 9
- 238000013461 design Methods 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 241001669679 Eleotris Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
- 229940079593 drug Drugs 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- 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
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- 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
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- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F13/00—Transport specially adapted to underground conditions
- E21F13/04—Transport of mined material in gravity inclines; in staple or inclined shafts
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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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Earth Drilling (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention belongs to the technical field of bridge engineering construction, and particularly relates to a rapid excavation method for a deep-excavation large-dip-angle small-caliber tunnel anchor, which comprises the following steps: 1) Performing advanced support before tunnel excavation; 2) Applying a slag discharging system to a position to be excavated; 3) Forming an upper step and performing primary support; 4) Forming a middle step and performing primary support; 5) Realizing the footage of the upper step and performing primary support at the new excavation position; 6) Realizing the footage of a middle step and performing primary support at a new excavation position; 7) Realizing the footage of a lower step and performing primary support at a new excavation position; 8) Completing follow-up of a slag discharging system; 9) And 5, repeating the steps 5 to 8 to finish the tunnel excavation work. The invention provides a gentle working area for the excavating machinery by utilizing the inclined plane of the middle step, and has the advantages of higher construction safety, faster construction progress, short construction period, less mechanical and labor resource allocation in sections and small construction deviation compared with the traditional excavating method.
Description
Technical Field
The invention belongs to the technical field of bridge engineering construction, and particularly relates to a rapid excavation method for a deep-excavation large-dip-angle small-caliber tunnel anchor.
Background
The conventional tunnel anchor construction generally adopts tunnel construction process excavation blasting construction, surrounding rock excavation disturbance is large, a small hopper deslagging system is adopted, surrounding rock disturbance conditions around an anchor plug body are reduced according to on-site surrounding rock geological conditions and design requirements, and the conventional forming method is used as a reference through professional blasting expert design and monitoring strictly according to construction principles of weak blasting, short footage, strong support, tight grouting, early sealing and duty monitoring. Firstly, performing professional tracking and monitoring blasting excavation parameters on a blast hole by using a blind hole excavation test, and determining to perform blasting parameter research summary on test section construction to continuously optimally design; in order to reduce the overlong excavation exposure time, a slag discharging system adopts an ultra-conventional design rapid slag discharging system; the excavation is completed to be quickly sealed into a ring, and anchor rod grouting is carried out, so that the tight adhesion stress stability of the primary arch and surrounding rock and the water seepage influence of surrounding rock are ensured; a strict tracking monitoring system is adopted for blasting excavation, and a primary support system is established after rapid slag discharge to ensure the overall stable structure and engineering quality and construction safety.
In the tunnel with large dip angle and small caliber, a more advanced rapid excavation method is needed.
Disclosure of Invention
Aiming at the technical problems, the invention provides a rapid excavation method for a deep-excavation large-dip-angle small-caliber tunnel anchor, which comprises the following steps:
step 1, performing advanced support before tunnel excavation;
step 2, applying a slag discharging system to a position to be excavated;
step 4, excavating the middle step position of the tunnel by the excavating machinery to form a middle step, and timely performing primary support at the excavating position; the excavating machinery inputs the dregs into a dregs discharging system and discharges the dregs out of the tunnel through dregs discharging operation;
the middle step is an inclined plane connecting the upper step and the lower step;
step 6, excavating the middle step position of the tunnel by the excavating machinery, realizing the footage of the middle step, and timely performing primary support at the excavating position; putting the dregs into a dreg discharging system, and discharging the dregs out of the tunnel through dreg discharging operation;
step 8, pouring a bottom inverted arch and filling concrete extended slag discharging system on the lower step support surface to finish follow-up of the slag discharging system;
and 9, repeating the steps 5 to 8 to finish the tunnel excavation work.
The step 1 further includes: grouting by using a small advance guide pipe with the diameter of 42mm and the length of 3.5m, and carrying out advanced filling crack to strengthen surrounding rock mass.
The slag discharging system comprises a slag discharging track, a slag discharging hopper car and a winch; the slag discharging end of the slag discharging track is positioned outside the tunnel, and the slag collecting end of the slag discharging track is adjacent to the position of the lower step to be excavated; the slag discharging trolley is arranged on the slag discharging track, and the winch for towing the slag discharging trolley is arranged at the slag discharging end of the slag discharging track.
When the slag discharging system performs slag discharging operation, the excavating machinery inputs slag into the slag discharging hopper car which is stopped at the slag collecting end, and then the slag discharging hopper car is pulled by the winch to transport the slag to the slag discharging end and discharge the slag.
The height of the upper step is not more than 2/3 of the height of the tunnel.
In the step-up excavation process in the step 3 and the step-down excavation process in the step 4, the excavation mechanical station is positioned on the ground plane outside the tunnel to perform excavation operation;
in the process of excavating the upper step in the steps 5 to 7, the excavating machine station is positioned on the middle step to perform excavating operation.
The process of throwing the dregs into the dreg discharging system in the step 5 is as follows: the excavating machinery transfers the muck to the rear and finally drops the muck into a slag discharging system positioned on the lower step.
The process of throwing the dregs into the dreg discharging system in the step 6 is as follows: the excavating machinery puts the dregs on the middle step; after the whole excavating operation of the step 5 is completed, the excavating machinery transfers the slag soil accumulated on the middle step to the rear, and finally the slag soil is thrown into a slag discharging system positioned on the lower step.
The footage distances of the upper step, the middle step and the lower step in the steps 5 to 7 are the same, and the working range of the excavating machine on the middle step is not exceeded.
In the steps 3 to 7, when the primary support is completed, a steel frame foot locking anchor pipe is also arranged, and grouting is carried out to fill the rock stratum cracks.
The invention has the beneficial effects that:
the invention provides a rapid excavation method for deep-excavation large-dip-angle small-caliber tunnel anchors, which adopts a rapid combined construction method to construct, utilizes small guide pipes to perform effective advanced reinforcement, well solves the technical problems of rock stratum cracks and crushing reinforcement, adopts step-division advanced excavation, rapidly discharges slag, completes primary support steel arch once splicing, presses slurry to fill the rock stratum cracks, improves construction quality, and ensures construction safety.
The invention adopts the steps of excavating, ballasting and supporting, forms temporary slag-discharging construction sequential platforms on three steps respectively, and seals the steps into rings, adopts a method of immediately following the steps and timely sealing the steps, utilizes the inclined plane of the middle step to provide a gentle operation area for excavating machinery, has higher construction safety than the traditional excavating method, and has the advantages of quick construction progress, short construction period, less mechanical and labor resource allocation of the steps, small construction deviation, high construction quality of primary support, high speed of establishing the whole structure of the primary support arch frame, great popularization value and good social benefit.
The invention has reasonable design, easy realization and good practical value.
Drawings
Fig. 1 is a construction schematic diagram of a method for rapidly excavating a deep-excavation large-dip-angle small-caliber tunnel anchor according to an embodiment of the invention;
FIG. 2 is a cross-sectional view taken along line 1-1 of FIG. 1;
fig. 3 is a flowchart of a method for rapidly excavating a deep-excavation large-dip-angle small-caliber tunnel anchor according to an embodiment of the present invention.
In the figure: 1. a tunnel; 2. a slag discharging track; 3. slag discharging hopper car; 4. a hoist; 5. a step is arranged; 6. a middle step; 7. and (5) descending a step.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings and examples. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The invention relates to a rapid excavation method for deep excavation large-dip-angle small-caliber tunnel anchors, which is summarized and formed by researching and summarizing a tunnel step excavation method forming method according to field surrounding rock geological conditions, wherein the embodiment takes a tunnel with the height of 10.4m and the dip angle of 45 degrees as an example, as shown in fig. 1-3, and comprises the following steps:
step 1, performing advanced support before excavating a tunnel 1; grouting by using a small advance guide pipe with the diameter of 42mm and the length of 3.5m, and reinforcing surrounding rock mass by filling cracks in advance;
step 2, applying a slag discharging system to a position to be excavated;
the slag discharging system comprises a slag discharging track 2, a slag discharging hopper car 3 and a winch 4; the slag discharging track 2 is paved on an I18I-shaped steel sleeper beam with the interval of 40cm, a slag discharging end of the slag discharging track is positioned outside the tunnel 1, and a slag collecting end of the slag discharging track is adjacent to a position to be excavated of the lower step 7; the slag discharging trolley 3 is arranged on the slag discharging track 2, and the winch 4 for pulling the slag discharging trolley 3 is arranged at the slag discharging end of the slag discharging track 2; when the slag discharging system performs slag discharging operation, the excavating machinery inputs slag into a slag discharging hopper car 3 which stays at a slag collecting end, and then a winch 4 pulls the slag discharging hopper car 3 to transport the slag to a slag discharging end and discharge the slag;
step 4, excavating the middle step 6 of the tunnel 1 by the excavating machinery to form the middle step 6, and timely performing primary support at the excavated position;
the middle step 6 is an inclined plane connecting the upper step 5 and the lower step 76 so as to meet the requirements of the station position and the operation angle of the excavating machinery; the height of the middle step 6 in this embodiment is selected to be 3.2m;
in the step 3 of digging the upper step 5 and the step 4 of digging the middle step 6, the digging mechanical station is positioned on the ground plane outside the tunnel 1 to perform digging operation; the excavating machinery inputs the dregs into a dregs discharging system and discharges the dregs out of the tunnel 1 through the dregs discharging operation;
in the process of excavating the upper step 5 in the step 5, the excavating machinery station is positioned on the middle step 6 to perform excavating operation, slag is put into a slag discharging system, and the slag is discharged out of the tunnel 1 through the slag discharging operation;
the process of throwing the dregs into the dreg discharging system is as follows: the excavating machinery puts dregs on the middle step 6; after the whole excavating operation in the step 5 is completed, the excavating machinery transfers the slag soil accumulated on the middle step 6 to the rear, and finally the slag soil is thrown into a slag discharging system positioned on the lower step 7;
step 6, excavating the middle step 6 of the tunnel 1 by the excavating machinery, realizing the footage of the middle step 6, and timely performing primary support at the excavating position;
in the process of excavating the middle step 6 in the step 6, the excavating machinery station is positioned on the middle step 6 to perform excavating operation, slag is put into a slag discharging system, and the slag is discharged out of the tunnel 1 through the slag discharging operation;
the process of throwing the dregs into the dreg discharging system is as follows: the excavating machinery transfers the muck to the rear, and finally the muck is thrown into a slag discharging system positioned on a lower step 7;
in the process of excavating the lower step 7 in the step 7, the excavating machinery station is positioned on the middle step 6 to perform excavating operation, slag is put into a slag discharging system, and the slag is discharged out of the tunnel 1 through the slag discharging operation;
the footage distances of the upper step 5, the middle step 6 and the lower step 7 in the steps 5 to 7 are the same, and do not exceed the working range of the excavating machinery on the middle step 6;
step 8, pouring a bottom inverted arch and a filling concrete extended slag discharging system on the surface of the lower step 7 stay, and completing follow-up of the slag discharging system;
and 9, repeating the steps 5 to 8 to finish the excavation work of the tunnel 1.
The excavation adopts a cut weak-drug photo-explosion method to excavate, and the optimized blasting structure is utilized to reduce surrounding rock disturbance, so that the excavation is carried out once in place; and according to analysis results of the monitoring measurement data, blasting parameters, reserved deformation, primary support segmentation and the like are timely adjusted, and normal safe and orderly excavation is ensured.
In the steps 3 to 7, when the primary support is completed, a steel frame foot locking anchor pipe is also arranged, and grouting is carried out to fill the rock stratum cracks.
The invention utilizes the rotation of the sub-excavation working procedure, the slag discharging hopper car 3 is lowered to the face of the lower step 7 through the large winch 4, the mechanical working range is reserved for the middle step 6, and the slag of the upper step 5 is transferred to the lower step 7 through the machinery to finish slag discharging.
The invention aims at a deep-excavation large-dip-angle small-caliber tunnel anchor, optimizes a conventional subsection excavation mode, namely, when an upper step 5 is excavated, a middle step 6 is also simultaneously footed, so that a gradual inclined tunnel face is formed, the requirements of a mechanical station and an operation angle are met, after preliminary deslagging of the upper step 6 and the middle step 6 is finished, an integral structure of an initial support arch frame is quickly built, the engineering quality and construction safety are ensured, and finally, the lower step 7 and the rest middle step 6 are constructed, so that the whole procedure is closed to form a ring.
The method changes the traditional mode of tunnel anchor construction, can avoid the repeated disturbance of blasting excavation on surrounding rock on the aspect of structural stress, and can reduce the accumulated damage of the surrounding rock, so that the anchor body has good mechanical parameter property; greatly improves the excavation efficiency on the construction period, shortens the procedure conversion time of each subsection, indirectly saves manpower resources and mechanical loss, and directly accelerates the construction progress of the whole tunnel anchor excavation.
Claims (1)
1. The rapid excavation method for the deep excavation square large-dip-angle small-caliber tunnel anchor is characterized by comprising the following steps of:
step 1, performing advanced support before tunnel excavation;
grouting by using a small advance guide pipe with the diameter of 42mm and the length of 3.5m, and reinforcing surrounding rock mass by filling cracks in advance;
step 2, applying a slag discharging system to a position to be excavated;
the slag discharging system comprises a slag discharging track, a slag discharging hopper car and a winch; the slag discharging end of the slag discharging track is positioned outside the tunnel, and the slag collecting end of the slag discharging track is adjacent to the position of the lower step to be excavated; the slag discharging hopper car is arranged on the slag discharging rail, and the winch for towing the slag discharging hopper car is arranged at the slag discharging end of the slag discharging rail;
when the slag discharging system performs slag discharging operation, the excavating machinery inputs slag into a slag discharging hopper car which stays at a slag collecting end, and then the slag discharging hopper car is pulled by a winch to transport the slag to a slag discharging end and discharge the slag;
step 3, excavating the upper step position of the tunnel by the excavating machinery to form an upper step, and timely performing primary support at the excavating position; the excavating machinery inputs the dregs into a dregs discharging system and discharges the dregs out of the tunnel through dregs discharging operation;
step 4, excavating the middle step position of the tunnel by the excavating machinery to form a middle step, and timely performing primary support at the excavating position; the excavating machinery inputs the dregs into a dregs discharging system and discharges the dregs out of the tunnel through dregs discharging operation;
the middle step is an inclined plane connecting the upper step and the lower step; the height of the upper step is not more than 2/3 of the height of the tunnel;
step 5, the excavating machinery continues to excavate the upper step of the tunnel, realizes the footage of the upper step, and timely performs primary support at the new excavation position; putting the dregs into a dreg discharging system, and discharging the dregs out of the tunnel through dreg discharging operation;
step 6, excavating the middle step position of the tunnel by the excavating machinery, realizing the footage of the middle step, and timely performing primary support at the excavating position; putting the dregs into a dreg discharging system, and discharging the dregs out of the tunnel through dreg discharging operation;
step 7, excavating the lower step position of the tunnel by the excavating machinery, realizing the footage of the lower step, timely applying primary support at the excavated position, completing the structural closure of the primary support, and establishing the integral structure of the primary support arch; putting the dregs into a dreg discharging system, and discharging the dregs out of the tunnel through dreg discharging operation;
step 8, pouring a bottom inverted arch and filling concrete extended slag discharging system on the lower step support surface to finish follow-up of the slag discharging system;
step 9, repeating the steps 5 to 8 to finish tunnel excavation work;
in the step-up excavation process in the step 3 and the step-down excavation process in the step 4, the excavation mechanical station is positioned on the ground plane outside the tunnel to perform excavation operation;
in the step 5 to step 7, the excavating machine station is positioned on the middle step to perform excavating operation;
the process of throwing the dregs into the dreg discharging system in the step 5 is as follows: the excavating machinery transfers the dregs backward, and finally the dregs are thrown into a dregs discharging system positioned on a lower step;
the process of throwing the dregs into the dreg discharging system in the step 6 is as follows: the excavating machinery puts the dregs on the middle step; after the whole excavating operation in the step 5 is completed, the excavating machinery transfers the slag soil accumulated on the middle step to the rear, and finally the slag soil is thrown into a slag discharging system positioned on the lower step;
the footage distances of the upper step, the middle step and the lower step in the steps 5 to 7 are the same, and do not exceed the working range of the excavating machinery on the middle step;
in the steps 3 to 7, when the primary support is completed, a steel frame foot locking anchor pipe is also arranged, and grouting is carried out to fill the rock stratum cracks.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110297669.1A CN112855176B (en) | 2021-03-19 | 2021-03-19 | Method for rapidly excavating deep-excavation large-dip-angle small-caliber tunnel anchor |
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| CN202110297669.1A CN112855176B (en) | 2021-03-19 | 2021-03-19 | Method for rapidly excavating deep-excavation large-dip-angle small-caliber tunnel anchor |
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| CN112855176B true CN112855176B (en) | 2023-05-30 |
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| CN113605903B (en) * | 2021-08-31 | 2024-04-09 | 四川公路桥梁建设集团有限公司 | Quick, simple and easy-to-operate new excavation and lining method for tunnel or arch base chamber of special anchorage |
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| CN103899318B (en) * | 2014-03-17 | 2016-03-02 | 神华包神铁路有限责任公司 | The milling of medium ground tunnel is dug and supporting machinery construction |
| CN107288652A (en) * | 2017-08-22 | 2017-10-24 | 中铁五局集团有限公司 | A kind of five excavation construction methods of three step of light section Support System in Soft Rock Tunnels |
| JP7045952B2 (en) * | 2018-07-23 | 2022-04-01 | 大成建設株式会社 | Tunnel construction method and tunnel support structure |
| CN109611099A (en) * | 2018-10-30 | 2019-04-12 | 中铁七局集团有限公司 | A kind of three step of large-section loess tunnel, four step Rapid Excavation method of support construction method |
| CN110344846B (en) * | 2019-05-23 | 2021-09-21 | 中铁隧道局集团建设有限公司 | Three-step reserved core soil belt inverted arch one-step excavation method |
| CN111734449A (en) * | 2020-06-30 | 2020-10-02 | 高军 | Rapid construction method for tunnel water-rich fault fracture zone |
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Effective date of registration: 20211129 Address after: No.32, Central West Road, pilot free trade zone (Airport Economic Zone), Dongli District, Tianjin Applicant after: CHINA RAILWAY CONSTRUCTION BRIDGE ENGINEERING BUREAU GROUP Co.,Ltd. Applicant after: CHINA RAILWAY CONSTRUCTION BRIDGE ENGINEERING BUREAU GROUP 1ST ENGINEERING Co.,Ltd. Address before: 116021 No. 9 Sha Yue Street, Shahekou District, Liaoning, Dalian Applicant before: CHINA RAILWAY CONSTRUCTION BRIDGE ENGINEERING BUREAU GROUP 1ST ENGINEERING Co.,Ltd. |
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