CN109763506A - A kind of diversion tunnel karst method for treating water - Google Patents
A kind of diversion tunnel karst method for treating water Download PDFInfo
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- CN109763506A CN109763506A CN201811627998.2A CN201811627998A CN109763506A CN 109763506 A CN109763506 A CN 109763506A CN 201811627998 A CN201811627998 A CN 201811627998A CN 109763506 A CN109763506 A CN 109763506A
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Abstract
The invention belongs to diversion tunnel karst water-treatment technology fields, disclose a kind of diversion tunnel karst method for treating water, take the principle according to " first visit and dig afterwards, based on stifled, stifled row's combination, closure of selecting a good opportunity ", the comprehensive treatment principle handled using advance grouting, in the case where there is underground water, or advance drilling finds out and has tomography in the front TBM or have the stratum of high pressure water, to beat drainage hole to reduce hydraulic pressure；Drainage hole is being beaten, and water has been discharged to after the rear portion TBM, if rocky condition is good and phenomenon of not backbreaking, excavation operation can be normally carried out；The accurate location of crushed zone can be determined by advance drilling；Cementing operations are generally carried out in maintenance crew.Karst water is completely eliminated to the security risk of diversion tunnel, efficiently solves the water burst risk being likely to occur in diversion tunnel, it is ensured that the structure safety of diversion system.
Description
Technical field
The invention belongs to diversion tunnel karst water-treatment technology field more particularly to a kind of diversion tunnel karst water process sides
Method.
Background technique
Lanzhou water head site construction project is using Liujiaxia Reservoir as diversion water head site, to Lanzhou City water supply.Engineering includes
The main hole of intake, water-conveyance tunnel, water-distributing well, Lu Jiaping water delivery branch line, Peng Jiaping water delivery branch line and current-regulating voltage-regulating station, Lu Jiaping water
Factory and Peng Jiaping water factory etc..Engineering is related to Hui Autonomous Prefecture of Linxia Dongxiang Autonomous County, Yongjing County and Lanzhou.Engineering intake
Reservoir right bank bank domestic positioned at Hui Autonomous Prefecture of Linxia Dongxiang County, apart from Liujiaxia Reservoir dam upstream about 4km, on away from folding
Cross bridge about 150m up to highway Qi Jia, under away from the Taohe River mouth about 2.4km at, the main hole overall length 31.29km of water-conveyance tunnel, leading portion is about
It is domestic that 4.8km is located at Hui Autonomous Prefecture of Linxia Dongxiang County, and domestic, the tunnel way that enters Yongjing County is passed through after the Taohe River at about 4.8km
It is domestic to enter the Lanzhou Xigu District township Liu Quan at about 28.8km for three townshiies Xian of diameter and the township Xu Ding.Distance water intaking stem
The main hole latter end of the water-conveyance tunnel of 31.457km sets water-distributing well, and water-distributing well is located in the Lanzhou Xigu District township Liu Quan temple youngster's ditch, distance
At Lu Jiaping about 1.4km.Lu Jiaping water delivery branch line is about 1.35km, is the water-supply-pipe that Lu Jiaping water factory is connected to by water-distributing well
Line.Peng Jiaping water delivery branch line is about 9.39km, is the waterline that Peng Jiaping water factory is connected to by water-distributing well, and voltage regulating station is located at
In the youngster's ditch of temple, the water-distributing well downstream source about 100m.Lu Jiaping water treatment plant short-term construction scale 25*104m3/d；Peng Jiaping water treatment plant
Short-term construction scale 75*104m3/d.Engineering is using design, buying, Build Delivery System (EPC) construction.5# working tunnel
(TBM into hole branch hole) length 3550m, longitudinal slope -2.33%；TBM surface plant assembling of the TBM outside 5# adit collar, stepping are sliding
Row carries out branch hole driving to main branch hole infall (pile No. T5+850) and turns by being originated after branch hole 500m construction of explosion section in hole
Into main hole, Excavation Length 3.05km.Main hole pile No. T5+850~T16+110, length 10260m, longitudinal slope 0.1%, wherein pile No.
T5+850~T10+950 and T12+750~T15+100, is tunneled using TBM, overall length 7.45km, TBM digging diameter 5.48m, is broken
Face is circle, prefabricated C50 and C60 pipe of concrete sheet built, pipe-plate lining internal diameter 4.6m, section of jurisdiction thickness 30cm, section of jurisdiction outer diameter
5.2m, 5+1 piece section of jurisdiction form a ring, and section of jurisdiction pattern is quadrilateral structure, and the gap between section of jurisdiction and country rock is filled with beans gravel
And carry out rockfill grouting.Main hole T10+950~T12+750 and T15+100~T16+110, overall length 2.81km belong to poorly quality
Section, to ensure construction safety, using contact band vertical shaft and ventilation well, using drilling and blasting method advanced processing, TBM is slid past, and TBM exists
It appears after being dismantled in hole (well of ventilating at pile No. T16+110).
Rich water Karst Geological Landscape section: often shutting down and carry out forward probe and discharge water, and required propulsive force is smaller, selects manual torque
Solid rocket engine mode, fltting speed adjustment is 50% or so, and torque value is not more than 80%, and variation range is not more than 10%, sees
Pile penetration index is examined to be less than preferably 6mm (17i n dise knife), preventing from suddenly encountering karst causes head that direction partial twist or prominent occurs
Water event.
Tunnel is likely to occur the special geologies such as scall, tomography, solution cavity, rock burst location in digging process, opens at it
It digs, phenomena such as largely collapsing, water burst may all occur during supporting and lining cutting, seriously affect construction speed, safety and matter
Amount.
In conclusion problem of the existing technology is: rich water Karst Geological Landscape section, which is often shut down, to be carried out forward probe and puts
Water, being likely to encounter karst causes head that direction partial twist or gushing water event occurs；Tunnel is likely to occur loosely in digging process
The special geologies such as layer, tomography, solution cavity, rock burst location may all occur largely to collapse during its excavation, supporting and lining cutting
Collapse, water burst phenomena such as, seriously affect construction speed, safety and quality.
Summary of the invention
In view of the problems of the existing technology, the present invention provides a kind of diversion tunnel karst method for treating water.
The invention is realized in this way a kind of diversion tunnel karst method for treating water the following steps are included:
Step 1, in the case where there is underground water or advance drilling is found out has tomography in the front TBM or have the ground of high pressure water
Layer, will beat drainage hole to reduce hydraulic pressure；
With drainage hole is beaten with covering upper drilling machine after being mounted on, the position of the length of punching, the number of punching and punching will basis
The concrete condition of water flow is arranged with the arrangement on support boots shield.
The drainability of tunnel depends on the draining pump in hole, and draining pump connect with drainpipe, water is discharged to outside hole.Entirely
The design of system will fully consider the requirement of safe operation.Need to be arranged the pump of about 40 liter/second of 2 discharge capacities.Usually 2 operations,
2 standing use, can in emergency circumstances start.In the case that displacement is down to 50%, it can further take action, be filled
Slurry or stratum consolidation further decrease water flow.Water is discharged to rear mating cesspool by the water pipe of 150mm or 200mm.
Step 2 is beating drainage hole, and water has been discharged to after the rear portion TBM, if rocky condition is good and does not backbreak
Phenomenon, excavation operation can be normally carried out；If front chapelet face reduction ratio is more serious, and has and significantly backbreak it is necessary to carry out
More firmly get further consolidation process；
Step 3 will carry out advance grouting reinforcing in soft rock strata under shear-zone or more complicated geological condition；It is broken
The accurate location of band can be determined by advance drilling；Cementing operations are generally carried out in maintenance crew.
Further, the advance grouting method is as follows:
Firstly, making the umbrella shape or curtain shape structure of a waterproof in the periphery for excavating hole, and then prevent in water inflow hole；
Advance grouting can also stablize soft rock strata, and disturbance underground water is avoided to prevent the appearance of sedimentation.Under normal circumstances, it is in the milk
Sequence be to get on, get off, be finally top first from bottom, followed by side wall.This is sequentially according to the actual conditions of water flow
It can become.For brittle rock, grouting can reach maximum pressure, but the tensile breaking point of no more than rock, with
Exempt to cause the fracture under high pressure.But faying face can be expanded to the grouting of some rock high pressures, be conducive to the entrance of slurries.It has to
Note that original crustal stress is not exceeded, in case slurries go too far from excavation area.Operator and engineer want the moment to observe
The case where grouting, it is to be ensured that the reflux of working face is in the smallest range；
Then, from 2 meters at conduit neck mouth, a mechanical clasps packet is installed, when following situations or several situations occur,
Grouting can stop, and move to another adjacent grouting and continue to be in the milk.It can see that grouting liquid flows back from grouting mouth or scar；?
Reach maximum grouting pressure；The grouting quantity having reached the maximum；
Finally, in grouting point, the bypass valve for being disposed with pressure gauge and being connect with grout pipe.Under any circumstance, if gone out
Existing hypertonia, manipulator can open bypass valve decompression.Above-mentioned operation can repeat, and go to required by water flow drops to
It is horizontal.TBM can excavate overlapping stabilization zone, then also carry out next step advance drilling.
Advantages of the present invention and good effect are as follows: this invention takes according to " first visit dig afterwards, based on stifled, stifled row combine,
Select a good opportunity closure " principle, the comprehensive treatment principle handled using advance grouting, in the case where there is underground water, or advanced
Probing knows there is tomography in the front TBM or has the stratum of high pressure water, to beat drainage hole to reduce hydraulic pressure；Beating drainage hole, and water
It has been discharged to after the rear portion TBM, if rocky condition is good and phenomenon of not backbreaking, excavation operation can be normally carried out；If preceding
Face chapelet face reduction ratio is more serious, and has and significantly backbreak it is necessary to more be firmly got further consolidation process；In soft rock
Layer, advance grouting reinforcing is carried out under shear-zone or more complicated geological condition；The accurate location of crushed zone can be by super
Preceding brill is to determine；Cementing operations are generally carried out in maintenance crew.Completely eliminate karst water to the security risk of diversion tunnel, effectively
Solves the water burst risk being likely to occur in diversion tunnel, it is ensured that the structure safety of diversion system.
Detailed description of the invention
Fig. 1 is that the present invention implements the diversion tunnel karst method for treating water flow chart provided.
Fig. 2 is that the present invention implements the Advance Drilling figure provided.
Fig. 3 is that the present invention implements the cement-silicate double solution grouting programme diagram provided.
Specific embodiment
In order to make the objectives, technical solutions, and advantages of the present invention clearer, with reference to embodiments, to the present invention
It is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, it is not used to
Limit the present invention.
Application principle of the invention is further described with reference to the accompanying drawing.
As shown in Figure 1, the present invention a kind of diversion tunnel karst method for treating water is provided the following steps are included:
Step S101, in the case where there is underground water or advance drilling is found out has tomography in the front TBM or have the ground of high pressure water
Layer, will beat drainage hole to reduce hydraulic pressure；
With drainage hole is beaten with covering upper drilling machine after being mounted on, the position of the length of punching, the number of punching and punching will basis
The concrete condition of water flow is arranged with the arrangement on support boots shield.
The drainability of tunnel depends on the draining pump in hole, and draining pump connect with drainpipe, water is discharged to outside hole.Entirely
The design of system will fully consider the requirement of safe operation.Need to be arranged the pump of about 40 liter/second of 2 discharge capacities.Usually 2 operations,
2 standing use, can in emergency circumstances start.In the case that displacement is down to 50%, it can further take action, be filled
Slurry or stratum consolidation further decrease water flow.Water is discharged to rear mating cesspool by the water pipe of 150mm or 200mm.
Step S102 is beating drainage hole, and water has been discharged to after the rear portion TBM, if rocky condition is good and without surpassing
Phenomenon is dug, excavation operation can be normally carried out；If front chapelet face reduction ratio is more serious, and have significantly backbreak it is necessary into
Row more firmly gets further consolidation process；
Step S103 will carry out advance grouting reinforcing in soft rock strata under shear-zone or more complicated geological condition；It is broken
The accurate location of broken band can be determined by advance drilling；Cementing operations are generally carried out in maintenance crew.
Advance grouting method provided by the invention is as follows:
Firstly, making the umbrella shape or curtain shape structure of a waterproof in the periphery for excavating hole, and then prevent in water inflow hole；
Advance grouting can also stablize soft rock strata, and disturbance underground water is avoided to prevent the appearance of sedimentation.Under normal circumstances, it is in the milk
Sequence be to get on, get off, be finally top first from bottom, followed by side wall.This is sequentially according to the actual conditions of water flow
It can become.For brittle rock, grouting can reach maximum pressure, but the tensile breaking point of no more than rock, with
Exempt to cause the fracture under high pressure.But faying face can be expanded to the grouting of some rock high pressures, be conducive to the entrance of slurries.It has to
Note that original crustal stress is not exceeded, in case slurries go too far from excavation area.Operator and engineer want the moment to observe
The case where grouting, it is to be ensured that the reflux of working face is in the smallest range；
Then, from 2 meters at conduit neck mouth, a mechanical clasps packet is installed, when following situations or several situations occur,
Grouting can stop, and move to another adjacent grouting and continue to be in the milk.It can see that grouting liquid flows back from grouting mouth or scar；?
Reach maximum grouting pressure；The grouting quantity having reached the maximum；
Finally, in grouting point, the bypass valve for being disposed with pressure gauge and being connect with grout pipe.Under any circumstance, if gone out
Existing hypertonia, manipulator can open bypass valve decompression.Above-mentioned operation can repeat, and go to required by water flow drops to
It is horizontal.TBM can excavate overlapping stabilization zone, then also carry out next step advance drilling.
Embodiment:
1, grouting construction
1.1, be in the milk hole drilling
The purpose and needs that drilled grout hole construction is used by its pore-creating can be divided into exploratory hole, grout hole, inspection hole etc., pore-creating
Construction quality it is good no, be directly related to grouting quality and effect, thus in drilling must to all drilling Unified numbers,
And indicate construction order.Hole location, depth, aperture, Kong Xu, hole deviation of drilling etc. should all be by construction drawing requirement and management when constructing
Instruction executes.
As shown in Fig. 2, the aperture hole location of grout hole should meet construction drawing requirement, the aperture hole location in rockfill grouting hole with set
The deviation of meter position is not greater than 1cm, and the aperture hole location in advance grouting hole and the deviation of design position are not greater than 10cm.For some reason
Management agreement should be obtained when changing hole location, and records practical hole location.Drilling machine installation is answered smooth firm, should be indicated by management before drilling
Embedded orifice tube, boring direction should determine by construction drawing requirement, and when drilling must assure that hole to accurate.The brill of applying of grout hole is answered
By grouting procedure, sequence segmentation is divided to carry out.
1.2, it is in the milk
(i) grouting material
(1) cement
It is indicated according to construction drawing and management, selects the cement type for being suitble to grouting.Cement grade for grouting is not
P.O.42.5 should be lower than.The cement of grouting meets defined quality standard, without using the cement of dampness agglomeration.Cement is not stored
Too long, the factory phase is more than that trimestral cement does not use.
(2) water
Grouting water supplies water from hole reservoir to grouting face in hole.Water quality meets " concrete mixing water standard "
The regulation of JGJ63-2006 mixes the temperature of pulp-water not higher than 40 DEG C.
(3) admixture
The admixtures such as sand, cohesive soil, fine coal soil and waterglass are mixed in cement grout.The quality of various admixtures should accord with
The 2.1.6 articles of SL62-1994 of regulation is closed, incorporation should be determined by test.
Sand uses scleroid natural sand or Machine-made Sand, wherein not containing mass of soil, sulfide and organic matter.Partial size is little
In 2.5mm, fineness modulus is not more than 2.0, should ensure that pumping.
(4) additive
In order to improve grouting effect, according to site specific, accelerator, water-reducing agent, steady can be mixed in cement grout
Determine other additives of agent and supervisor's instruction or approval.The quality of various additives meets the 2.1.7 articles of SL62-1994
Regulation, optimal addition content should be determined by laboratory test and live grouting test.
(ii) grouting equipment and instrument
All the be in the milk equipment (such as agitator, grouting pump) used, instrument, instrument functions are all satisfied the need that grouting requires
With, and remain normal working condition, it is equipped with enough acknowledgment copies.For the accurate metering for guaranteeing grouting, installation grouting is certainly
Dynamic data acquisition recorder, accurately measures the grouting quantity in each hole and can control the various parameters of each grouting pump.
(iii) advance grouting
In the case where judging that geological conditions is poor before tunnel according to advance exploration hole or a large amount of water bursts may be deposited, it need to be surpassed
Preceding grouting.Advance grouting hole depth is generally 30~50m, and is excavating the lap of splice of the front of tunnel heading reservation not less than 10m.
(1) advance grouting should be using the grouting way recycled in orifice closing, hole.
(2) grouting is carried out using the principle for dividing sequence to encrypt, and a point sequence ordinal sum point sequence method should be wanted according to geological condition and engineering
It asks determining, and management is reported and submitted to examine.
(3) the pressure and the slurries ratio of mud being in the milk should be determined by the instruction of requirement or the management of construction drawing.Every section perfusion
Cement slurry initial concentration is preferably 3:1.
(4) during grouting construction, grouting pressure should be rapidly reached defined limiting pressure.Do not allow to be depressured in filling process,
Guarantee continuously to be in the milk under defined constant pressure.The concentration of cement slurry should constantly change 3:1,2:1,1:1,0.5:1, and with
Grouting carry out gradually increase concentration.Slurries be in the milk by principle from thin to thick, changes step by step.It is injected when a certain than grade slurries
Amount has reached 300L or more or infusion time has reached 30min, and grouting pressure and injection rate without significant changes when, Ying Huannong mono-
Grade ratio of mud slurry filling；When injection rate is greater than 30L/min, it can bypass the immediate leadership and thicken.After changing concentration of slurry, grouting pressure is prominent
So increase or injection rate is reduced suddenly, reason should be searched at once, concentration of slurry is changed back into pervious concentration and continues to be perfused.Work as filling
It is constant to starch pressure, injection rate gradually decreases or injection rate is constant and when grouting pressure gradually increases, still continue to fill by this concentration
Note.
(5) grouting works must be carried out continuously.If the break period should be shortened as far as possible for some reason by interrupting, restore grouting early.
(6) under authorized pressure, the midge amount of grout compartment is not more than 0.4L/min, Continuous Perfusion 30mi n, and grouting can tie
Beam.
(7) after complete opening grouting, using pressure grouting method of pore sealing sealing of hole.
(8) after advance grouting, the grout hole on the outside of excavation line is backfilled.
(iv) chemical grouting is constructed
Cement-silicate double solution grouting: grouting is carried out using TGZ-120/105 Double-liquid mud-injection pump.Cement grout and water glass
Glass slurries in two containers, prepare stand-by according to a certain ratio respectively.Drafting proportion is cement: waterglass=1:1~1:
0.8, and determine that construction proportion and setting time, grouting pressure are just intended to be between 0.5Mpa~1.0Mpa according to experiment
0.6Mpa, after Grouting Pipe is connected, first press water check pipeline it is unimpeded after, start Double-liquid mud-injection pump, by gate valve make cement slurry with
Waterglass slurries mix in Grouting Pipe, then are pressed into stratum by pre-buried orifice tube.Cement-silicate double solution grouting program is shown in
Fig. 3.
(v) consolidation grouting
(1) consolidation grouting should carry out after the rockfill grouting at the position terminates 7 days.Sequence, the original encrypted in ring should be divided by interannular
It then carries out, two order is divided between near-ring.
(2) grouting pressure: I sequence hole of consolidation grouting pressure, II sequence hole are 0.4Mpa, when construction view site specific and
Hole wall deformation observation result is adjusted.
(3) slurries are than grade: consolidation grouting be perfused striaght cement slurries when, the ratio of mud be generally 1:1,0.8:1,0.6 (or
0.5): 1 three grades meets and fills soil in tomography and solution cavity, then should be risen and be filled using the ratio of mud of dense level-one, and mix XPM diminishing
Agent.
(4) grouting method: consolidation grouting uses orifice closing, bottom hole cycle grouting method, and Grout-jetting pipe is not greater than away from bottom hole
0.5m。
(5) slurries convert standard than grade: when grouting, when grouting pressure remains unchanged, injection rate is uniformly reduced；Or injection
Rate is constant, and when pressure uniformly increases, grouting works continue, and must not change the ratio of mud.
When a certain amount of pouring into than grade slurries has reached 300L or more, no changes have been made or changes for grouting pressure and injection rate at this time
It is unobvious, dense level-one perfusion can be changed.
When injection rate is greater than 30L/min, visual concrete condition leapfrog thickens, but through management inspection and need to ratify.
In filling process, so that grouting pressure is uprushed or injection rate anticlimax due to changing the slurries ratio of mud, should find out immediately
Reason adjusts at any time.
(6) ending standard: under design pressure, when injection rate is not more than 0.4L/min, continue that 60min is perfused；Or it is not more than
1.0L/min continues that 90min is perfused, can terminate grouting works.It is such as in the milk close to end and overfall occurs and thickens, cannot reach and close
When slurry standard, slurry standard is closed in Ying Tongzhi management, designing unit, common research modification.
(7) sealing of hole: consolidation grouting pours into the underflow that the ratio of mud is 0.5:1 using mechanical mud jacking sealing of hole, using former grout pipe,
Using the grouting pressure of 1.0Mpa, there are outer hydraulic pressure hole section, Ying Zeng great grouting pressure, when injection rate is not more than 1.0L/min, continuity
30min stops.Aperture rest length such as larger than 1m continues sealing of hole using mud jacking, and such as less than 1m can use micro-expansion cement sand
Slurry or the packing of polymer mortar artificial are real.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Made any modifications, equivalent replacements, and improvements etc., should all be included in the protection scope of the present invention within mind and principle.
Claims (2)
1. a kind of diversion tunnel karst method for treating water, which is characterized in that the diversion tunnel karst method for treating water include with
Lower step:
Step 1, in the case where there is underground water or advance drilling is found out has tomography in the front TBM or have the stratum of high pressure water,
Drainage hole is beaten to reduce hydraulic pressure；
With drainage hole is beaten with covering upper drilling machine after being mounted on, the position of the length of punching, the number of punching and punching will be according to water flow
Concrete condition and support boots shield on arrangement arrange；
The drainability of tunnel depends on the draining pump in hole, and draining pump connect with drainpipe, water is discharged to outside hole.Whole system
Design to fully consider the requirement of safe operation.Need to be arranged the pump of about 40 liter/second of 2 discharge capacities.Usually 2 operations, 2 often
It is spare, can in emergency circumstances it start.In the case that displacement is down to 50%, can further take action, carry out grouting or
Stratum consolidation further decreases water flow.Water is discharged to rear mating cesspool by the water pipe of 150mm or 200mm；
Step 2 is beating drainage hole, and water has been discharged to after the rear portion TBM, if rocky condition is good and phenomenon of not backbreaking,
Excavation operation can be normally carried out；If front chapelet face reduction ratio is more serious, and has and significantly backbreak it is necessary to more be firmly got
Further consolidation process；
Step 3 will carry out advance grouting reinforcing in soft rock strata under shear-zone or more complicated geological condition；Crushed zone
Accurate location can be determined by advance drilling；Cementing operations are generally carried out in maintenance crew.
2. diversion tunnel karst method for treating water as described in claim 1, which is characterized in that the advance grouting method is such as
Under:
Firstly, making the umbrella shape or curtain shape structure of a waterproof in the periphery for excavating hole, and then prevent in water inflow hole；
Advance grouting can also stablize soft rock strata, and disturbance underground water is avoided to prevent the appearance of sedimentation.Under normal circumstances, grouting is suitable
Sequence is to get on, get off, first from bottom, followed by side wall, it is finally top.This sequentially can also be with according to the actual conditions of water flow
Become.For brittle rock, grouting can reach maximum pressure, but no more than the tensile breaking point of rock, Yi Mianzao
At the fracture under high pressure.But faying face can be expanded to the grouting of some rock high pressures, be conducive to the entrance of slurries.It has to infuse
Meaning, does not exceed original crustal stress, in case slurries go too far from excavation area.Operator and engineer want moment observation to fill
The case where slurry, it is to be ensured that the reflux of working face is in the smallest range；
Then, from 2 meters at conduit neck mouth, a mechanical clasps packet is installed, when following situations or several situations occur, grouting
It can stop, moving to another adjacent grouting and continue to be in the milk.It can see that grouting liquid flows back from grouting mouth or scar；It has reached
Maximum grouting pressure；The grouting quantity having reached the maximum；
Finally, in grouting point, the bypass valve for being disposed with pressure gauge and being connect with grout pipe.Under any circumstance, if there is pressure
Power is excessively high, and manipulator can open bypass valve decompression.Above-mentioned operation can repeat, and go to water flow and drop to required water
It is flat.TBM can excavate overlapping stabilization zone, then also carry out next step advance drilling.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110439582A (en) * | 2019-08-16 | 2019-11-12 | 中铁隧道局集团有限公司 | Unfavorable geology method of disposal, TBM, which support to tunnel when happening suddenly unfavorable geology at boots, at TBM support boots passes through method |
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| CN109763506B (en) | 2021-06-29 |
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