CN103334770B - One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method - Google Patents
One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method Download PDFInfo
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Abstract
One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and relate to a kind of method for tunnel construction, the present invention takes pre-grouting to reduce Tunnel Seepage, alleviates tunnel counter-slope discharge pressure, avoids tunnel to flood well accident and occurs; Then to hole suitable draining; reduce country rock hydraulic pressure behind; ensure tunnel structure and construction safety; decrease construction operation engineering quantity and task difficulty; good control grouting quality, decreases the extra input of drainage, makes economic benefit more obvious; decrease underground water that tunneling causes to run off in a large number and the destruction of water burst discharge to environment in constructing simultaneously, protect ecological environment.
Description
[technical field]
The present invention relates to a kind of method for tunnel construction, particularly relate to one and to grow up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method.
[background technology]
Known, be directed to the rich water zone of fracture of reverse-slope tunnel ultra high water pressure of growing up at present and construct, usually adopt the method for the reinforcing of tunneling boring drapery injected and direct draining, divide the construction technologies such as water step-down grouting behind shaft or drift lining water blockage method from a tunnel-side excavation sluicing hole; And have for the subject matter that hydraulic pressure exists more than the rich water tunnel construction of 6.3Mpa: 1, shutoff is carried out in crack, super-pressure stratum by traditional curtain-grouting, pressure is focused on outside surrounding rock consolidation circle, tunnel structure will bear more than 6.3Mpa pressure, structural stability cannot ensure, and under so high water pressure, directly carry out water blockoff mortar depositing construction still belong to the first time, use for reference without successful experience; 2, directly drainage passes through, the rich water section in tunnel is in counter-slope location, drainage distance is long, tunnel internal drainage is limited in one's ability, carry out the water yield for a long time to discharge water, the stratum water yield and hydraulic pressure do not have decay sign, and take the mode of directly sluicing, Tunnel Seepage significantly will exceed drainability, extremely easily tunnel will be caused to flood well; 3, divide water step-down grouting behind shaft or drift lining method from a tunnel-side excavation sluicing hole, because hydraulic pressure is up to 6.3Mpa, an excavation hole sluicing grouting behind shaft or drift lining slurries are serious from a hole loss, cannot ensure the effect of slip casting.
[summary of the invention]
In order to overcome the deficiency of above-mentioned technology, the invention provides one and to grow up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, the present invention takes pre-grouting to reduce Tunnel Seepage, alleviates tunnel counter-slope discharge pressure, avoids tunnel to flood well accident and occurs; Then to hole suitable draining, reduce country rock hydraulic pressure behind, ensure tunnel structure and construction safety.
For realizing goal of the invention as above, the present invention adopts technical scheme as described below:
One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described method specifically comprises the steps:
The first step, determine wall for grouting thickness and form, the reserved laccolite of excavation is made full use of in construction, the two is allowed jointly to resist the effect of stratum hydraulic pressure, maximum grouting pressure, select to lay injected hole at first section simultaneously and slip casting is carried out to the grouting mode that Full-face pouring is reinforced, wall for grouting is arranged on and meets section on the high tunnel of large type drill operation requirements 4m, and II ~ III grade of country rock wall for grouting thickness is 3m, and IV ~ V grade of country rock wall for grouting thickness is 4m;
Second step, first advance geologic prediction is carried out before connecting step slip casting, adopt advance borehole detection front of tunnel heading strata condition, according to the geological condition that advanced inspecting hole detects, subregion location is carried out to face, face cloth hole scope is divided into weak pool, base region and strong pool, weak pool water yield Q≤10m3/h, water yield 10<Q≤30, base region m3/h, strong pool water yield Q > 30 m3h; Then according to subregion water yield and geological condition, grouting reinforced region and the spacing of wells is determined;
3rd step, connect step fixing collar to determine according to the rock crusher degree of advance geologic drilling detecting, face lays the 5 whole holes of circle slip casting, A encloses the whole hole of injected hole at 8m reinforcing scope external reinforcement circle, B encloses the whole hole of slip casting at 5m reinforcing scope external reinforcement circle, C encloses the whole hole of slip casting at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein A encloses the whole hole of injected hole and is optimized choosing according to boring water burst and geological condition and does, joints development, breaking surrounding rock, according to actual conditions, slip casting eyelet step pitch is suitably adjusted for strong pool, supplements and set up eyelet reinforcement slip casting; According to actual conditions in the construction of base region, suitably reduce injected hole quantity; Weak pool increases boring step pitch, reduces boring amount; Often circulate, containing the long 30m of wall for grouting, during excavation, determine that reserved 5 ~ 8m is as sealing batholite according to slip casting effect, wall rock condition;
4th step, connects step and lay spilled water hole on face, and grouting reinforced region is avoided in spilled water hole construction, and perforate mileage is arranged on face rear 5 ~ 10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;
5th step, connects step and implements slip casting to face, during slip casting, adopts slip casting local to divide, diagonal angle sluicing guide grouting mode, strengthens slip casting, spilled water hole space length; When grout leaking appears in spilled water hole, if when grouting pressure starches setting strength lower than ordinary Portland cement water glass C-S, C-S is adopted to starch shutoff grout leaking; After grouting pressure starches setting strength higher than C-S, and when grout leaking amount exceedes 50% of injection rate, carry out top water slip casting by closing spilled water hole; After slip casting terminates, open spilled water hole immediately, as occurred, spilled water hole is by slip casting shutoff situation, heavily sweeps spilled water hole immediately, then carries out lower step mortar depositing construction;
6th step, connects after step grouting with plunger completes, carry out boring drainage and step-down, then implement tunnel excavation.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described advance borehole number is not less than 6.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described wall for grouting adopts high performance concrete material to build.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, described spilled water hole is respectively provided with one in face corner respectively, be respectively upper right spilled water hole, bottom right spilled water hole, upper left spilled water hole, lower-left spilled water hole, be provided with tapping pipe in spilled water hole, tapping pipe is provided with valve.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described slip casting local divides slip casting region, position, upper left, slip casting region, position, lower-left, slip casting region, position, bottom right, slip casting region, upper right position.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and the average maximum midge amount of described spilled water hole single hole is 20 m
3.
Adopt technical scheme as above, the present invention has superiority as described below:
One of the present invention is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, takes pre-grouting to reduce Tunnel Seepage, alleviates tunnel counter-slope discharge pressure, avoid tunnel to flood well accident and occur; Then to hole suitable draining, reduce country rock hydraulic pressure behind, ensure tunnel structure and construction safety; One of the present invention is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, has following beneficial effect:
1, spilled water hole and injected hole are arranged in same working space, compare tradition employing to sluice separately from a tunnel-side excavation sluicing hole, decrease construction operation engineering quantity and task difficulty, slip casting situation can be grasped in real time in work progress, grouting quality can be controlled preferably.
2, by pre-grouting, decrease Tunnel Seepage, under the prerequisite being no more than tunnel counter-slope drainability, by bore bleeder water after slip casting completes, reduce country rock water burst pressure behind, ensure that safety for tunnel engineering;
3, direct drainage and construction method is compared; just can directly construct under the existing drainability of reverse-slope tunnel of growing up; decrease the extra input of drainage; economic benefit is obvious; decrease tunneling causes underground water to run off in a large number simultaneously; the destruction of construction water burst discharge to environment, protects local environment.
[accompanying drawing explanation]
Fig. 1 is side structure schematic diagram of the present invention;
Fig. 2 is the structural representation of face of the present invention;
In the drawings: 1, connect a batch reinforcing bar; 2, wall for grouting; 3, aqueduct; 4, gutter; 5, job platform; 6, upper right spilled water hole; 7, bottom right spilled water hole; 8, upper left spilled water hole; 9, lower-left spilled water hole; 10, upper right position slip casting region; 11, position, bottom right slip casting region; 12, position, upper left slip casting region; 13, position, lower-left slip casting region; 14,8m reinforcing scope external reinforcement circle; 15,5m reinforcing scope external reinforcement circle.
[detailed description of the invention]
Can explain the present invention in more detail by the following examples, the present invention is not limited to the following examples;
One by reference to the accompanying drawings described in 1 ~ 2 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described method specifically comprises the steps:
The first step, determine wall for grouting 2 thickness and form, the reserved laccolite of excavation is made full use of in construction, the two is allowed jointly to resist the effect of stratum hydraulic pressure, maximum grouting pressure, select to lay injected hole at first section simultaneously and slip casting is carried out to the grouting mode that Full-face pouring is reinforced, wall for grouting 2 is arranged on and meets section on the high tunnel of large type drill operation requirements 4m, and II ~ III grade of country rock wall for grouting thickness is 3m, and IV ~ V grade of country rock wall for grouting 2 thickness is 4m;
Second step, first advance geologic prediction is carried out before connecting step slip casting, adopt advance borehole detection front of tunnel heading strata condition, according to the geological condition that advanced inspecting hole detects, subregion location is carried out to face, face cloth hole scope is divided into weak pool, base region and strong pool, weak pool water yield Q≤10m3/h, water yield 10<Q≤30, base region m3/h, strong pool water yield Q > 30 m3h; Then according to subregion water yield and geological condition, grouting reinforced region and the spacing of wells is determined;
3rd step, connect step fixing collar to determine according to the rock crusher degree of advance geologic drilling detecting, face lays the 5 whole holes of circle slip casting, A encloses the whole hole of injected hole at 8m reinforcing scope external reinforcement circle 14, B encloses the whole hole of slip casting at 5m reinforcing scope external reinforcement circle 15, C encloses the whole hole of slip casting at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein A encloses the whole hole of injected hole and is optimized choosing according to boring water burst and geological condition and does, joints development, breaking surrounding rock, according to actual conditions, slip casting eyelet step pitch is suitably adjusted for strong pool, supplement and set up eyelet reinforcement slip casting, according to actual conditions in the construction of base region, suitably reduce injected hole quantity, weak pool increases boring step pitch, reduces boring amount, often circulate, containing the long 30m of wall for grouting, during excavation, determine that reserved 5 ~ 8m is as sealing batholite according to slip casting effect, wall rock condition,
4th step, connects step and lay spilled water hole on face, and grouting reinforced region is avoided in spilled water hole construction, and perforate mileage is arranged on face rear 5 ~ 10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;
5th step, connects step and implements slip casting to face, during slip casting, adopts slip casting local to divide, diagonal angle sluicing guide grouting mode, strengthens slip casting, spilled water hole space length; When grout leaking appears in spilled water hole, if when grouting pressure starches setting strength lower than ordinary Portland cement water glass C-S, C-S is adopted to starch shutoff grout leaking; After grouting pressure starches setting strength higher than C-S, and when grout leaking amount exceedes 50% of injection rate, carry out top water slip casting by closing spilled water hole; After slip casting terminates, open spilled water hole immediately, as occurred, spilled water hole is by slip casting shutoff situation, heavily sweeps spilled water hole immediately, then carries out lower step mortar depositing construction;
6th step, connects after step grouting with plunger completes, carry out boring drainage and step-down, then implement tunnel excavation.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described advance borehole number is not less than 6.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described wall for grouting adopts high performance concrete material to build.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, described spilled water hole is respectively provided with one in face corner respectively, be respectively upper right spilled water hole 6, bottom right spilled water hole 7, upper left spilled water hole 8, lower-left spilled water hole 9, be provided with tapping pipe in spilled water hole, tapping pipe is provided with valve.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and described slip casting local divides slip casting region, position, upper left 12, slip casting region, position, lower-left 13, slip casting region, position, bottom right 11, slip casting region, upper right position 10.
Described one is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, and the average maximum midge amount of described spilled water hole single hole is 20 m
3.
Embodiment 1: high-pressure water-enriched section of South Sinkiang Railway Tu Ku two wires central Tianshan tunnel tunnel face DyK154+901 is positioned at diorite location, underground water electrode is grown, groundwater type is mainly lithology contact zones intermediary water, tax is stored in joint density area, wide tension joint, distribute in ribbon, affect by geological conditions, structural environment, buried depth etc., underground water has that supply is abundant, hydraulic pressure is high, the water yield is large, sudden strong, decay the feature such as slow, the highest hydraulic pressure of actual measurement, up to 6.3MPa, predicts norm al discharge rate 1.6 ten thousand m of prominent blow section
3/ d, maximum flooding quantity 3.2 ten thousand m that may occur
3/ d, brings serious threat to safety for tunnel engineering, and construct for the circulation of 1, III grade of country rock location in scene, the concrete grammar of enforcement is:
1, wall for grouting construction:
When 1. excavating close to precalculated position, according to the situation of advanced big gun hole and excavation face, reasonable wall for grouting 2 is selected to perform position, wall for grouting thickness setting 3m, selects anhydrous and that water burst is less position, during if any water burst in construction, aqueduct 3 is then set, concentrates ejectment to ensure the quality of concreting.
Stablizing 2. in order to wall for grouting 2, digs 50cm by wall for grouting 2 bottom, makes wall for grouting 2 embed basement rock.
3. install and connect batch reinforcing bar 1, adopt 2 row's circumferential distance 1.5m along wall for grouting 2 periphery, the Φ 25mm grouting rock bolt of array pitch 1.0 m, long 2m, embeds country rock 1m.
4. perform the Φ 42mm conduit that the pre-buried 1.5m of periphery in process is long, after wall for grouting 2 casting complete, carry out slip casting by conduit and the crack between wall for grouting 2 and just supporting is closed.
5. treat after concrete strength reaches 75% of design strength, to start bored grouting construction.
2, advance geologic inspecting hole
By advanced inspecting hole, face is carried out " subregion location ", face cloth hole scope is divided into weak pool, base region and strong pool, weak pool water yield Q≤10m3/h, water yield 10<Q≤30, base region m3/h, strong pool water yield Q > 30 m3/h; Then according to subregion water yield and geological condition, rational grouting and reinforcing scope and the spacing of wells is determined targetedly.
3, slip casting spilled water hole is drilled with
Before slip casting, a spilled water hole is respectively provided with in face corner, be respectively upper right spilled water hole 6, bottom right spilled water hole 7, upper left spilled water hole 8, lower-left spilled water hole 9, the spilled water hole mouth of pipe installs water check valve, for reducing the interference in construction, grouting reinforced region is avoided in spilled water hole construction, and perforate mileage is arranged on face rear 10m, on-the-spot according to execution conditions determination perforate mileage; Whole hole is positioned at the outer 2m of fixing collar scope, rear closedown water check valve of having holed.
4, grouting parameter: often circulation longitudinal reinforcement length 30m, containing wall for grouting 2, grout spreading range, transversely strengthening scope 8m, grout spreading range 2.5m, injection speed 5 ~ 110 L/min, final grouting pressure 6 ~ 8MPa, whole pitch of holes≤3.75m, grouting mode takes protrusive segmenting slip casting in conjunction with hole-bottom slurry-injection, injecting paste material adopts and starches with ordinary Portland cement list liquid, be called for short C slurry, be main, to join and than W:C=(0.6 ~ 1): 1, ordinary Portland cement-water glass dual slurry, it is auxiliary for being called for short C-S slurry, to join and than W:C=(0.8 ~ 1): 1, volume ratio C:S=1:(1 ~ 0.3), concentration of sodium silicate 30 ~ 35Be '.
5, slip casting is implemented in subregion
Adopt the principle of " slip casting local divides, diagonal angle sluicing step-down ", when slip casting region, position, upper left note 12 is starched, open position, bottom right spilled water hole 7 hole and sluice; During to 13 slip casting of slip casting region, position, lower-left, open position, upper right spilled water hole 6 hole and sluice; During to 10 slip casting of slip casting region, upper right position, open position, lower-left spilled water hole 9 hole and sluice; During to 11 slip casting of slip casting region, position, bottom right, open position, upper left spilled water hole 8 hole and sluice, so hocket, subregion grouting process is as follows:
1. surveying setting-out: make tunnel center line and normal, is arranged on wall for grouting 2 according to scheme mesopore position and marks bore position with nailing, after driller insertion, measures drilling rod direction, ensures that boring three-dimensional position controls substantially to match with design, guarantees grouting quality.
2. on job platform 5, first open dark 2.8m with rig, the boring of diameter of phi 130mm, install consolidation 3m long Φ 108mm orifice tube.
3. establish Φ 90mm injected hole by aperture pipe bit, get into 5m dark time come into effect slip casting operation.
4. according to the actual conditions in high-pressure water-enriched location, protrusive segmenting slip casting technique is taked to carry out bored grouting construction, slip casting section length 5 ~ 10m.
If run into more prominent water burst when 5. not reaching design section length in boring procedure, then boring is stopped to carry out slip casting immediately.
When there is grout leaking in 6. slip casting process, when grouting pressure is lower than dual slurry setting strength, adopt dual slurry shutoff grout leaking; Grouting pressure is higher than after dual slurry setting strength, and carry out top water slip casting by closing spilled water hole, grouting pressure terminates slip casting after reaching design standard.
6, slip casting effect inspection and evaluation
Inspection and analysis is mainly carried out to percolating water ability in stratum after slip casting in scene, determine that single hole water yield standard is evaluated slip casting effect, the weak link that may occur is selected to carry out borehole inspection in practice, inspection eye quantity is 10% of injected hole, emphasis check abnormal area, inspection eye with or without collapse hole, gush mud; For the high-pressure water-enriched joint density area technological characteristics of construction in central Tianshan tunnel, spilled water hole will be drilled with after slip casting and carry out drainage and step-down, the effect of slip casting is mainly shutoff water outlet crack, reduces water yield, allows a certain amount of infiltration in digging process in safing situation; In conjunction with major long tunnel counter-slope drainability, by reasonable analysis, in the L/minm of inspection eye water yield≤2.5, namely reach slip casting effect; For reducing the inlet well time, for the relatively complete location of country rock, indivedual inspection eye water yield allows to control in 5L/minm.Scene is measured inspection eye water yield after a circulation slip casting, is all less than 5L/m.min, meets excavation requirement in the water yield of each inspection eye whole hole, and it is fast to be drilled with drilling speed in process at inspection eye, without bit freezing phenomenon, reaches Checking on effect standard-required.
Table 1 inspection eye each section of water outlet situation
7, slip casting terminates rear bore bleeder water step-down
After slip casting completes, be drilled with two spilled water hole draining pressure releases at face rear 10m, left and right side respectively establishes 1, relief hole longitudinal length 30m consistent with slip casting length, and whole hole is positioned at the outer 2m of grouting and reinforcing scope; Prevent country rock in range of grouting from bearing high hydraulic pressure behind, reduce security risk during excavation, relief hole is installed orifice tube and gate valve and is controlled displacement, installs flexible pipe by draining in pressure release aperture in gutter 4 ejectment to interim sump simultaneously.
8, slip casting section country rock excavation, supporting
Digging mode adopts upper and lower benching tunnelling method to construct, C25 concrete is sprayed in preliminary bracing, thick 23cm, installs blind pipe when spraying concrete, is concentrated by percolating water and carries out ejectment by through gutter 4,120 degree, arch scope establishes φ 25 hollow bolt, abutment wall establishes φ 22 grouting rock bolt, spacing 1.2m × 1m, length 2m, tunnel loopful installs I16 shaped steel arch, and frame spacing is 1m.
Reduce the disturbance to country rock in construction as far as possible, strengthen smooth blasting molding control, guarantee slip casting laccolite hydraulic pressure resistance ability, ensure construction safety, every cyclic advance controls within 2.0m, and after excavation, face slurries spread condition is seen, display after country rock discloses, all penetrating passages in country rock are all effectively filled by slurries, and face has local crevice water Seepage, total yield 13 m
3about/h, water yield obviously reduces than before slip casting, can ensure construction safety, produce a desired effect.
Part not in the detailed description of the invention is prior art.
The embodiment selected in this article in order to open object of the present invention, currently thinks to be suitable for, but it is to be understood that the present invention is intended to comprise all changes belonging to the embodiment in this design and invention scope and improvement.
Claims (6)
1. reverse-slope tunnel ultra high water pressure richness of growing up a water zone of fracture construction method, is characterized in that: described method specifically comprises the steps:
The first step, determine wall for grouting (2) thickness and form, the reserved laccolite of excavation is made full use of in construction, the two is allowed jointly to resist the effect of stratum hydraulic pressure, maximum grouting pressure, select to lay injected hole at first section simultaneously and slip casting is carried out to the grouting mode that Full-face pouring is reinforced, wall for grouting (2) is arranged on and meets section on the high tunnel of large type drill operation requirements 4m, and II ~ III grade of country rock wall for grouting thickness is 3m, and IV ~ V grade of country rock wall for grouting (2) thickness is 4m;
Second step, first advance geologic prediction is carried out before connecting step slip casting, adopt advance borehole detection front of tunnel heading strata condition, according to the geological condition that advanced inspecting hole detects, subregion location is carried out to face, face cloth hole scope is divided into weak pool, base region and strong pool, weak pool water yield Q≤10m3/h, water yield 10<Q≤30, base region m3/h, strong pool water yield Q > 30 m3h; Then according to subregion water yield and geological condition, grouting reinforced region and the spacing of wells is determined;
3rd step, connect step fixing collar to determine according to the rock crusher degree of advance geologic drilling detecting, face lays the 5 whole holes of circle slip casting, A encloses the whole hole of injected hole at 8m reinforcing scope external reinforcement circle (14), B encloses the whole hole of slip casting at 5m reinforcing scope external reinforcement circle (15), C encloses the whole hole of slip casting at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein A encloses the whole hole of injected hole and is optimized choosing according to boring water burst and geological condition and does, joints development, breaking surrounding rock, according to actual conditions, slip casting eyelet step pitch is suitably adjusted for strong pool, supplement and set up eyelet reinforcement slip casting, according to actual conditions in the construction of base region, suitably reduce injected hole quantity, weak pool increases boring step pitch, reduces boring amount, often circulate, containing the long 30m of wall for grouting, during excavation, determine that reserved 5 ~ 8m is as sealing batholite according to slip casting effect, wall rock condition,
4th step, connects step and lay spilled water hole on face, and grouting reinforced region is avoided in spilled water hole construction, and perforate mileage is arranged on face rear 5 ~ 10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;
5th step, connects step and implements slip casting to face, during slip casting, adopts slip casting local to divide, diagonal angle sluicing guide grouting mode, strengthens slip casting, spilled water hole space length; When grout leaking appears in spilled water hole, if when grouting pressure starches setting strength lower than ordinary Portland cement water glass C-S, C-S is adopted to starch shutoff grout leaking; After grouting pressure starches setting strength higher than C-S, and when grout leaking amount exceedes 50% of injection rate, carry out top water slip casting by closing spilled water hole; After slip casting terminates, open spilled water hole immediately, as occurred, spilled water hole is by slip casting shutoff situation, heavily sweeps spilled water hole immediately, then carries out lower step mortar depositing construction;
6th step, connects after step grouting with plunger completes, carry out boring drainage and step-down, then implement tunnel excavation.
2. one according to claim 1 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, it is characterized in that: described advance borehole number is not less than 6.
3. one according to claim 1 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, it is characterized in that: described wall for grouting (2) adopts high performance concrete material to build.
4. one according to claim 1 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, it is characterized in that: described spilled water hole is respectively provided with one in face corner respectively, be respectively upper right spilled water hole (6), bottom right spilled water hole (7), upper left spilled water hole (8), lower-left spilled water hole (9), be provided with tapping pipe in spilled water hole, tapping pipe is provided with valve.
5. one according to claim 1 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, it is characterized in that: described slip casting local divides slip casting region, position, upper left (12), slip casting region, position, lower-left (13), slip casting region, position, bottom right (11), slip casting region, upper right position (10).
6. one according to claim 1 is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method, it is characterized in that: the average maximum midge amount of described spilled water hole single hole is 20 m
3.
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| CN110905556B (en) * | 2019-12-20 | 2021-01-05 | 山东科技大学 | A high-efficiency mixed-alternating double-hole segmented grouting method |
| CN112174572B (en) * | 2020-08-14 | 2022-05-27 | 中铁十六局集团铁运工程有限公司 | Composite material for adsorbing gas overflowing from tunnel face and construction method thereof |
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| CN113153364B (en) * | 2021-03-16 | 2023-05-23 | 中铁四局集团第五工程有限公司 | Water inflow treatment method suitable for inclined shaft under steep water-rich rock stratum |
| CN113217036B (en) * | 2021-06-23 | 2023-09-12 | 中交路桥华东工程有限公司 | Post grouting construction method for fault fracture tunnel structure with water flushing section |
| CN114294017A (en) * | 2021-12-30 | 2022-04-08 | 中铁二十一局集团第五工程有限公司 | An Easy-to-Use Orifice Tube Orientation Method for Curtain Grouting |
| CN115163184B (en) * | 2022-08-09 | 2025-03-18 | 长沙矿山研究院有限责任公司 | A tunnel advance interception and drainage method suitable for mine infrastructure construction |
| CN119244192A (en) * | 2024-09-14 | 2025-01-03 | 保利长大工程有限公司 | Ultra-high pressure water inrush blocking device in tunnel and construction method thereof |
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| JP4618740B2 (en) * | 2007-11-30 | 2011-01-26 | ケイコン株式会社 | Tunnel structure consisting of a roadway for monitoring roads and a drainage channel for roadway tunnels |
| JP5163424B2 (en) * | 2008-10-23 | 2013-03-13 | 株式会社大林組 | Groundwater drainage structure and tunnel construction method having the drainage structure |
| CN101761346B (en) * | 2009-12-30 | 2012-10-03 | 中铁十二局集团第二工程有限公司 | Method for constructing metamorphic rock confined water tunnel |
| CN102278130B (en) * | 2011-09-05 | 2013-12-04 | 中铁隧道集团有限公司 | Process method for reinforcing and grouting of high-pressure water-rich solution cavity of tunnel |
| CN102787846B (en) * | 2012-07-31 | 2015-07-08 | 中铁隧道集团有限公司 | Upper-blocking and lower-draining construction method for undersea tunnel fault fracture zone |
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