CN103334770A - Construction method of superhigh water pressure water-affluent crushed zones of long-large counter-slope tunnels - Google Patents

Construction method of superhigh water pressure water-affluent crushed zones of long-large counter-slope tunnels Download PDF

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CN103334770A
CN103334770A CN2013102300398A CN201310230039A CN103334770A CN 103334770 A CN103334770 A CN 103334770A CN 2013102300398 A CN2013102300398 A CN 2013102300398A CN 201310230039 A CN201310230039 A CN 201310230039A CN 103334770 A CN103334770 A CN 103334770A
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water
hole
slip casting
grouting
tunnel
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CN2013102300398A
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CN103334770B (en
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黄金光
高广义
徐海庭
魏文杰
焦亮
孙国庆
金强国
邓川
石曲
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中铁隧道集团有限公司
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Abstract

A construction method of superhigh water pressure water-affluent crushed zones of long-large counter-slope tunnels, and relates to a tunnel construction method. The method has the following steps: adopting leading slip casting to reduce the tunnel water inflow, relieve the tunnel counter-slope draining pressure, and avoid the tunnel well flooding accidents; then drilling appropriately to drain to reduce the water pressure at the back of surrounding rocks, guarantee the tunnel structure and the construction safety, reduce the construction work amount and the work difficulty, control the slip casting quality better, reduce the extra inputting of drainage facilities, enable the economic effect to be more obvious, meanwhile reduce the mass groundwater loss caused by the tunnel construction and the damage to the environment due to the water bursting and discharging in the construction, and protect the ecological environment.

Description

A kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up

[technical field]

The present invention relates to a kind of method for tunnel construction, relate in particular to a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up.

[background technology]

Known, be directed to the rich water zone of fracture construction of the counter-slope tunnel ultra high water pressure of growing up at present, adopt the method for full section curtain-grouting water reinforcement and direct draining usually, excavate a hole that sluices from tunnel-side and divide construction technologies such as water step-down grouting behind shaft or drift lining water blockage method; And have at the subject matter of hydraulic pressure above the rich water tunnel construction existence of 6.3Mpa: 1, traditional curtain-grouting carries out shutoff with crack, super-pressure stratum, pressure is focused on outside the surrounding rock consolidation circle, tunnel structure will bear 6.3Mpa with upward pressure, structural stability can't ensure, and under so high water pressure, directly carry out the water blockoff mortar depositing construction and still belong to the first time, no successful experience is used for reference; 2, directly drainage passes through, the rich water section in tunnel is in the counter-slope location, drainage distance is long, the tunnel internal drainage is limited in one's ability, carry out the water yield for a long time and discharge water, the stratum water yield and hydraulic pressure do not have the decay sign, and take the directly mode of sluicing, the tunnel water yield will significantly surpass drainability, will cause the tunnel to flood well extremely easily; 3, divide water step-down grouting behind shaft or drift lining method from a tunnel-side excavation hole that sluices, because of hydraulic pressure up to 6.3Mpa, an excavation hole sluicing grouting behind shaft or drift lining slurries run off serious from a hole, can't guarantee the effect of slip casting.

[summary of the invention]

In order to overcome the deficiency of above-mentioned technology, the invention provides a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, the present invention takes pre-grouting to reduce the tunnel water yield, alleviates tunnel counter-slope discharge pressure, avoids the tunnel to flood the well accident and takes place; The suitable draining of holing then reduces country rock hydraulic pressure behind, guarantees tunnel structure and construction safety.

For realizing aforesaid goal of the invention, the present invention adopts technical scheme as described below:

A kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described method specifically comprises the steps:

The first step, determine wall for grouting thickness and form, take full advantage of excavation in the construction and reserve laccolite, allow the two resist the effect of stratum hydraulic pressure, maximum grouting pressure jointly, being chosen in first section simultaneously lays injected hole the grouting mode of full section grouting and reinforcing is carried out slip casting, wall for grouting is arranged on and satisfies large type drill operation and require section on the high tunnel of 4m, and II~III level country rock wall for grouting thickness is 3m, and IV~V level country rock wall for grouting thickness is 4m;

Second step, carry out advance geologic prediction earlier before connecting step slip casting, adopt advance borehole to survey the front of tunnel heading strata condition, geological condition according to leading inspecting hole detection, face is carried out the subregion location, face cloth hole scope is divided into weak pool, base region and strong pool (weak pool water yield Q≤10m3/h, the base region water yield 10<Q≤30 m3/h, strong pool water yield Q>30 m3h); According to subregion water yield and geological condition, determine grouting and reinforcing circle and the spacing of wells then;

The 3rd step, connecting the step fixing collar determines according to the rock crusher degree of advance geologic drilling detecting, face is laid the whole hole of 5 circle slip castings, the whole hole of A circle injected hole is at 8m reinforcing scope external reinforcement circle, the whole hole of B circle slip casting is at 5m reinforcing scope external reinforcement circle, the whole hole of C circle slip casting is at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein the whole hole of A circle injected hole is optimized choosing according to hole water burst and geological condition and does (joints development, breaking surrounding rock), suitably adjust slip casting eyelet step pitch for strong pool according to actual conditions, replenish and set up eyelet reinforcement slip casting; According to actual conditions, suitably reduce injected hole quantity in the construction of base region; Weak pool increases the boring step pitch, reduces the boring amount; During every circulation (containing wall for grouting, long 30m) excavation, determine to reserve 5~8m as ending the magmatic rock dish according to slip casting effect, wall rock condition;

The 4th step connected step and lays spilled water hole at face, and the grouting and reinforcing circle is avoided in the spilled water hole construction, and the perforate mileage is arranged on face rear 5~10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;

The 5th step connected step face is implemented slip casting, during slip casting, adopted the slip casting local to divide, and the diagonal angle sluices and guides grouting mode, strengthens slip casting, spilled water hole space length; When the string slurry appears in spilled water hole, when being lower than ordinary Portland cement water glass biliquid slurry (C-S slurry) setting strength as if grouting pressure, adopt C-S slurry shutoff string slurry; After grouting pressure is higher than C-S slurry setting strength, and string slurry amount was carried out top water slip casting above 50% o'clock of injection rate by closing spilled water hole; Slip casting is opened spilled water hole immediately, as spilled water hole occurred by slip casting shutoff situation after finishing, and heavily sweeps spilled water hole immediately, descends the step mortar depositing construction again;

The 6th step connected after the step grouting with plunger finishes, and the drainage and step-down of holing is implemented tunnel excavation then.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described advance borehole number is not less than 6.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described wall for grouting adopts high performance concrete material to build.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described spilled water hole respectively is provided with one on four jiaos on face 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 the spilled water hole, tapping pipe is provided with valve.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described slip casting local is divided slip casting zone, upper left position, slip casting zone, position, lower-left, slip casting zone, position, bottom right, slip casting zone, upper right position.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, the average maximum suction slurry amount of described spilled water hole single hole is 20 m 3

Adopt aforesaid technical scheme, the present invention has superiority as described below:

A kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up of the present invention takes pre-grouting to reduce the tunnel water yield, alleviates tunnel counter-slope discharge pressure, avoids the tunnel to flood the well accident and takes place; The suitable draining of holing then reduces country rock hydraulic pressure behind, guarantees tunnel structure and construction safety; A kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up of the present invention has following beneficial effect:

1, spilled water hole and injected hole are arranged in the same working space, comparing the tradition employing sluices separately from a tunnel-side excavation sluicing hole, reduce construction operation engineering quantity and task difficulty, can grasp the slip casting situation in real time in the work progress, can control grouting quality preferably.

2, by pre-grouting, reduce the tunnel water yield, under the prerequisite that is no more than tunnel counter-slope drainability, by bore bleeder water, reduced country rock water burst pressure behind after slip casting is finished, guaranteed safety for tunnel engineering;

3, compare direct drainage and construction method; under the existing drainability in the counter-slope tunnel of growing up, just can directly construct; reduced the extra input of drainage; economic benefit is obvious; having reduced the tunnel simultaneously builds and causes underground water to run off in a large number; the discharging of construction water burst has been protected local ecological environment to environment damage.

[description of drawings]

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, slip casting zone, upper right position; 11, position, bottom right slip casting zone; 12, slip casting zone, upper left position; 13, position, lower-left slip casting zone; 14,8m reinforcing scope external reinforcement circle; 15,5m reinforcing scope external reinforcement circle.

[specific embodiment]

Can explain the present invention in more detail by the following examples, the present invention is not limited to the following examples;

1 ~ 2 described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up by reference to the accompanying drawings, described method specifically comprises the steps:

The first step, determine wall for grouting 2 thickness and form, take full advantage of excavation in the construction and reserve laccolite, allow the two resist the effect of stratum hydraulic pressure, maximum grouting pressure jointly, being chosen in first section simultaneously lays injected hole the grouting mode of full section grouting and reinforcing is carried out slip casting, wall for grouting 2 is arranged on and satisfies large type drill operation and require section on the high tunnel of 4m, and II~III level country rock wall for grouting thickness is 3m, and IV~V level country rock wall for grouting 2 thickness are 4m;

Second step, carry out advance geologic prediction earlier before connecting step slip casting, adopt advance borehole to survey the front of tunnel heading strata condition, geological condition according to leading inspecting hole detection, face is carried out the subregion location, face cloth hole scope is divided into weak pool, base region and strong pool (weak pool water yield Q≤10m3/h, the base region water yield 10<Q≤30 m3/h, strong pool water yield Q>30 m3h); According to subregion water yield and geological condition, determine grouting and reinforcing circle and the spacing of wells then;

The 3rd step, connecting the step fixing collar determines according to the rock crusher degree of advance geologic drilling detecting, face is laid the whole hole of 5 circle slip castings, the whole hole of A circle injected hole is at 8m reinforcing scope external reinforcement circle 14, the whole hole of B circle slip casting is at 5m reinforcing scope external reinforcement circle 15, the whole hole of C circle slip casting is at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein the whole hole of A circle injected hole is optimized choosing according to hole water burst and geological condition and does (joints development, breaking surrounding rock), suitably adjust slip casting eyelet step pitch for strong pool according to actual conditions, replenish and set up eyelet reinforcement slip casting; According to actual conditions, suitably reduce injected hole quantity in the construction of base region; Weak pool increases the boring step pitch, reduces the boring amount; During every circulation (containing wall for grouting, long 30m) excavation, determine to reserve 5~8m as ending the magmatic rock dish according to slip casting effect, wall rock condition;

The 4th step connected step and lays spilled water hole at face, and the grouting and reinforcing circle is avoided in the spilled water hole construction, and the perforate mileage is arranged on face rear 5~10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;

The 5th step connected step face is implemented slip casting, during slip casting, adopted the slip casting local to divide, and the diagonal angle sluices and guides grouting mode, strengthens slip casting, spilled water hole space length; When the string slurry appears in spilled water hole, when being lower than ordinary Portland cement water glass biliquid slurry (C-S slurry) setting strength as if grouting pressure, adopt C-S slurry shutoff string slurry; After grouting pressure is higher than C-S slurry setting strength, and string slurry amount was carried out top water slip casting above 50% o'clock of injection rate by closing spilled water hole; Slip casting is opened spilled water hole immediately, as spilled water hole occurred by slip casting shutoff situation after finishing, and heavily sweeps spilled water hole immediately, descends the step mortar depositing construction again;

The 6th step connected after the step grouting with plunger finishes, and the drainage and step-down of holing is implemented tunnel excavation then.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described advance borehole number is not less than 6.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described wall for grouting adopts high performance concrete material to build.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described spilled water hole respectively is provided with one on four jiaos on face 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 the spilled water hole, tapping pipe is provided with valve.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, described slip casting local is divided slip casting zone, upper left position 12, slip casting zone, position, lower-left 13, slip casting zone, position, bottom right 11, slip casting zone, upper right position 10.

The described a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, the average maximum suction slurry amount of described spilled water hole single hole is 20 m 3

Embodiment 1: Tianshan Mountains tunnel tunnel face DyK154+901 is positioned at the diorite location for high-pressure water-enriched section in the South Sinkiang Railway Tu Ku two wires, underground water electrode is grown, groundwater type is mainly lithology contact zones intermediary water, tax is stored in joint dense band, the wide tension joint, being ribbon distributes, influenced by geological conditions, structural environment, buried depth etc., underground water has that supply is abundant, hydraulic pressure is high, the water yield is big, sudden strong, characteristics such as decay is slow, the highest hydraulic pressure of actual measurement is predicted normal water yield 1.6 ten thousand m of prominent water burst section up to 6.3MPa 3/ d, maximum flooding quantity 3.2 ten thousand m that may occur 3/ d brings serious threat to safety for tunnel engineering, and on-the-spot is that example is constructed with 1 circulation in III level country rock location, and the concrete grammar of enforcement is:

1, wall for grouting construction:

When 1. excavation is near the precalculated position, according to the situation of leading big gun hole and excavation face, select reasonable wall for grouting 2 to perform the position, wall for grouting arranges thickness 3m, selects the anhydrous and less position of water burst in the construction, during if any water burst, aqueduct 3 then is set, concentrates ejectment to guarantee the quality of concreting.

2. stable for wall for grouting 2 expands wall for grouting 2 bottoms and digs 50cm, 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 peripheries, array pitch 1.0 m, the Φ 25mm grouting rock bolt of long 2m embeds country rock 1m.

4. perform the long Φ 42mm conduit of peripheral pre-buried 1.5m in the process, behind wall for grouting 2 casting completes, carry out slip casting by conduit the crack between wall for grouting 2 and supporting is just sealed.

5. treat that concrete strength reaches 75% of design strength and begins later the mortar depositing construction of holing.

2, advance geologic inspecting hole

By leading 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, the base region water yield 10<Q≤30 m3/h, strong pool water yield Q>30 m3/h); According to subregion water yield and geological condition, determine rational grouting and reinforcing scope and the spacing of wells targetedly then.

3, be drilled with the slip casting spilled water hole

Before the slip casting, respectively be provided with a spilled water hole on four jiaos on face, 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 sealing valve is installed on the spilled water hole mouth of pipe, for reducing the interference in the construction, the grouting and reinforcing circle is avoided in the spilled water hole construction, and the perforate mileage is arranged on face rear 10m, and the perforate mileage is determined according to execution conditions in the scene; Whole hole is positioned at the outer 2m of fixing collar scope, closes the sealing valve after boring is finished.

4, grouting parameter: every circulation longitudinal reinforcement length 30m(contains 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 the protrusive segmenting slip casting in conjunction with hole-bottom slurry-injection, and injecting paste material adopts based on ordinary Portland cement list liquid slurry (being called for short the C slurry), joins and than W:C=(0.6~1): 1, ordinary Portland cement-water glass biliquid slurry (being called for short the C-S slurry) is auxilliary, 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 the subregion

Adopt the principle of " the slip casting local is divided, diagonal angle sluicing step-down ", when 12 slurries are annotated in slip casting zone in upper left position, open position, bottom right spilled water hole 7 hole and sluice; During to 13 slip castings of position, lower-left slip casting zone, open position, upper right spilled water hole 6 hole and sluice; During to 10 slip castings of upper right position slip casting zone, open position, lower-left spilled water hole 9 hole and sluice; During to 11 slip castings of position, bottom right slip casting zone, open position, upper left spilled water hole 8 hole and sluice, so hocket, the subregion grouting process is as follows:

1. measure unwrapping wire: make tunnel center line and normal, be arranged on the wall for grouting 2 according to scheme mesopore position and mark bore position with nailing, after rig is in place, measure the drilling rod direction, guarantee that the control of boring three-dimensional position matches substantially with design, guarantees grouting quality.

2. earlier open dark 2.8m with rig on job platform 5, the long Φ 108mm of fixed 3m orifice tube is installed in the boring of diameter of phi 130mm.

3. be drilled with Φ 90mm injected hole by orifice tube, get into 5m and come into effect the slip casting operation when dark.

4. according to the actual conditions in high-pressure water-enriched location, take the protrusive segmenting slip casting technology mortar depositing construction of holing, slip casting section length 5 ~ 10m.

5. do not run into more prominent water burst during section length if reach design in the boring procedure, then stop boring immediately and carry out slip casting.

When occurring the string slurry in the 6. slip casting process, when grouting pressure is lower than biliquid slurry setting strength, adopt biliquid slurry shutoff string slurry; Grouting pressure carries out top water slip casting by closing spilled water hole after being higher than biliquid slurry setting strength, and grouting pressure finishes slip casting after reaching design standard.

6, slip casting effect inspection and evaluation

The scene mainly checks analysis to stratum percolating water ability after the slip casting, determine that single hole water yield standard comes slip casting effect is evaluated, the weak link of selecting in the practice to occur is carried out borehole inspection, inspection eye quantity is 10% of injected hole, emphasis checks abnormal area, and inspection eye has or not the hole of collapsing, gushes mud; At high-pressure water-enriched joint, tunnel, middle Tianshan Mountains dense band technological characteristics of construction, to be drilled with spilled water hole after the 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 the digging process under safing situation; In conjunction with the tunnel counter-slope drainability of growing up, by reasonable analysis, namely reach slip casting effect in inspection eye water yield≤2.5 L/minm; For reducing the inlet well time, for the more complete relatively location of country rock, indivedual inspection eye water yields allow control in 5L/minm.On-the-spot inspection eye water yield after the circulation slip casting is measured, all less than 5L/m.min, satisfied the excavation requirement in the water yield of the whole hole of each inspection eye, and it is fast to be drilled with in the process drilling speed at inspection eye, no bit freezing phenomenon reaches the requirement of inspection effect standard.

Each section of table 1 inspection eye water outlet situation

7, slip casting finishes back bore bleeder water step-down

After slip casting is finished, be drilled with two spilled water hole draining pressure releases (left and right side is respectively established 1) at face rear 10m, relief hole longitudinal length consistent with slip casting length (30m), whole hole is positioned at the outer 2m of grouting and reinforcing scope; Prevent that country rock bears high hydraulic pressure behind in the range of grouting, the security risk when reducing excavation, relief hole is installed orifice tube and gate valve control displacement, install in the pressure release aperture simultaneously flexible pipe with draining through gutter 4 ejectments to interim sump.

8, slip casting section country rock excavation, supporting

Digging mode adopts upper and lower benching tunnelling method construction, the C25 concrete is sprayed in preliminary bracing, thick 23cm installs blind pipe during concrete in spray, and percolating water is concentrated by 4 carrying out ejectment through the gutter, arch 120 degree scopes are established φ 25 hollow bolts, abutment wall is established φ 22 grouting rock bolts, spacing 1.2m * 1m, length 2m, the tunnel loopful is installed I16 shaped steel arch, and the frame spacing is 1m.

Reduce the disturbance to country rock in the construction as far as possible, strengthen smooth blasting moulding control, guarantee slip casting laccolite hydraulic pressure resistance ability, guarantee construction safety, every cyclic advance control is in 2.0m, and excavation back face slurries spread condition is seen, country rock discloses the back and shows, all penetrating passages in the country rock are all effectively filled by slurries, and face has local crevice water seepage phenomenon, total yield 13 m 3About/h, water yield obviously reduces before than slip casting, can guarantee construction safety, produces a desired effect.

Part not in the detailed description of the invention is prior art.

The embodiment that selects for use in this article in order to disclose purpose of the present invention currently thinks to suit, and still, will be appreciated that the present invention is intended to comprise that all belong to all changes and the improvement of the embodiment in this design and the invention scope.

Claims (6)

1. the rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up, it is characterized in that: described method specifically comprises the steps:
The first step, determine wall for grouting (2) thickness and form, take full advantage of excavation in the construction and reserve laccolite, allow the two resist the effect of stratum hydraulic pressure, maximum grouting pressure jointly, being chosen in first section simultaneously lays injected hole the grouting mode of full section grouting and reinforcing is carried out slip casting, wall for grouting (2) is arranged on and satisfies large type drill operation and require section on the high tunnel of 4m, and II~III level country rock wall for grouting thickness is 3m, and IV~V level country rock wall for grouting (2) thickness is 4m;
Second step, carry out advance geologic prediction earlier before connecting step slip casting, adopt advance borehole to survey the front of tunnel heading strata condition, geological condition according to leading inspecting hole detection, face is carried out the subregion location, face cloth hole scope is divided into weak pool, base region and strong pool (weak pool water yield Q≤10m3/h, the base region water yield 10<Q≤30 m3/h, strong pool water yield Q>30 m3h); According to subregion water yield and geological condition, determine grouting and reinforcing circle and the spacing of wells then;
The 3rd step, connecting the step fixing collar determines according to the rock crusher degree of advance geologic drilling detecting, face is laid the whole hole of 5 circle slip castings, the whole hole of A circle injected hole is at 8m reinforcing scope external reinforcement circle (14), the whole hole of B circle slip casting is at 5m reinforcing scope external reinforcement circle (15), the whole hole of C circle slip casting is at 2m reinforcing scope external reinforcement circle, whole pitch of holes≤the 3.75mm of slip casting, wherein the whole hole of A circle injected hole is optimized choosing according to hole water burst and geological condition and does (joints development, breaking surrounding rock), suitably adjust slip casting eyelet step pitch for strong pool according to actual conditions, replenish and set up eyelet reinforcement slip casting; According to actual conditions, suitably reduce injected hole quantity in the construction of base region; Weak pool increases the boring step pitch, reduces the boring amount; During every circulation (containing wall for grouting, long 30m) excavation, determine to reserve 5~8m as ending the magmatic rock dish according to slip casting effect, wall rock condition;
The 4th step connected step and lays spilled water hole at face, and the grouting and reinforcing circle is avoided in the spilled water hole construction, and the perforate mileage is arranged on face rear 5~10m scope, and whole hole is positioned at the outer 2m of fixing collar scope;
The 5th step connected step face is implemented slip casting, during slip casting, adopted the slip casting local to divide, and the diagonal angle sluices and guides grouting mode, strengthens slip casting, spilled water hole space length; When the string slurry appears in spilled water hole, when being lower than ordinary Portland cement water glass biliquid slurry (C-S slurry) setting strength as if grouting pressure, adopt C-S slurry shutoff string slurry; After grouting pressure is higher than C-S slurry setting strength, and string slurry amount was carried out top water slip casting above 50% o'clock of injection rate by closing spilled water hole; Slip casting is opened spilled water hole immediately, as spilled water hole occurred by slip casting shutoff situation after finishing, and heavily sweeps spilled water hole immediately, descends the step mortar depositing construction again;
The 6th step connected after the step grouting with plunger finishes, and the drainage and step-down of holing is implemented tunnel excavation then.
2. a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up according to claim 1, it is characterized in that: described advance borehole number is not less than 6.
3. a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up according to claim 1, it is characterized in that: described wall for grouting (2) adopts high performance concrete material to build.
4. a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up according to claim 1, it is characterized in that: described spilled water hole respectively is provided with one on four jiaos on face 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 the spilled water hole, tapping pipe is provided with valve.
5. a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up according to claim 1, it is characterized in that: described slip casting local is divided slip casting zone, upper left position (12), slip casting zone, position, lower-left (13), slip casting zone, position, bottom right (11), slip casting zone, upper right position (10).
6. a kind of rich water zone of fracture of counter-slope tunnel ultra high water pressure job practices of growing up according to claim 1 is characterized in that: described spilled water hole single hole is average, and maximum to inhale the slurry amount be 20 m 3
CN201310230039.8A 2013-06-09 2013-06-09 One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method CN103334770B (en)

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CN103742191A (en) * 2014-01-24 2014-04-23 中铁第一勘察设计院集团有限公司 Water-rich tunnel pilot long-distance large-diameter precipitation channel and construction method thereof
CN103982201A (en) * 2014-05-22 2014-08-13 北京中铁瑞威工程检测有限责任公司 Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel
CN105781614A (en) * 2016-04-29 2016-07-20 广东华路交通科技有限公司 Novel visual operation highway tunnel side wall foot drainage system
CN106224001A (en) * 2016-09-21 2016-12-14 中国水利水电第十四工程局有限公司 Special protection device and preparation method is encircleed at the bottom of a kind of big cross section circular tunnel flow-passing surface
CN106436727A (en) * 2016-09-27 2017-02-22 中铁五局集团有限公司 Extreme geological tunnel portal construction method
CN107060821A (en) * 2017-03-24 2017-08-18 中铁十六局集团第五工程有限公司 A kind of many lithology method for protecting support of face
CN108590715A (en) * 2018-03-22 2018-09-28 重庆建工第七建筑工程有限责任公司 A kind of reserved laccolite tunneling boring radial grouting construction method in prominent water burst tunnel of tunneling
CN108678753A (en) * 2018-03-29 2018-10-19 中交路桥北方工程有限公司 Reverse-slope tunnel construction method
CN109184742A (en) * 2018-09-19 2019-01-11 中国水利水电第四工程局有限公司 A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel
CN109519220A (en) * 2018-10-29 2019-03-26 中铁十二局集团有限公司 Karst area diversion tunnel is crushed rich water section grouting treatment method
CN110080784A (en) * 2019-05-14 2019-08-02 福建工程学院 A kind of tunnel excavation and reinforcement means passing through rich water arenaceous stratum
CN110905556A (en) * 2019-12-20 2020-03-24 山东科技大学 Novel efficient mixing alternating type double-hole sectional grouting method

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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
CN101761346A (en) * 2009-12-30 2010-06-30 中铁十二局集团第二工程有限公司 Method for constructing metamorphic rock confined water tunnel
CN102278130A (en) * 2011-09-05 2011-12-14 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
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Cited By (14)

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CN103628916A (en) * 2013-11-28 2014-03-12 中铁十三局集团有限公司 Excavation construction method of high-pressure water gushing tunnel
CN103742191A (en) * 2014-01-24 2014-04-23 中铁第一勘察设计院集团有限公司 Water-rich tunnel pilot long-distance large-diameter precipitation channel and construction method thereof
CN103982201A (en) * 2014-05-22 2014-08-13 北京中铁瑞威工程检测有限责任公司 Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel
CN105781614A (en) * 2016-04-29 2016-07-20 广东华路交通科技有限公司 Novel visual operation highway tunnel side wall foot drainage system
CN106224001A (en) * 2016-09-21 2016-12-14 中国水利水电第十四工程局有限公司 Special protection device and preparation method is encircleed at the bottom of a kind of big cross section circular tunnel flow-passing surface
CN106436727A (en) * 2016-09-27 2017-02-22 中铁五局集团有限公司 Extreme geological tunnel portal construction method
CN107060821A (en) * 2017-03-24 2017-08-18 中铁十六局集团第五工程有限公司 A kind of many lithology method for protecting support of face
CN108590715A (en) * 2018-03-22 2018-09-28 重庆建工第七建筑工程有限责任公司 A kind of reserved laccolite tunneling boring radial grouting construction method in prominent water burst tunnel of tunneling
CN108678753A (en) * 2018-03-29 2018-10-19 中交路桥北方工程有限公司 Reverse-slope tunnel construction method
CN108678753B (en) * 2018-03-29 2019-11-08 中交路桥北方工程有限公司 Reverse-slope tunnel construction method
CN109184742A (en) * 2018-09-19 2019-01-11 中国水利水电第四工程局有限公司 A kind of front pre-grouting method of high-pressure water-enriched weak surrounding rock mountain tunnel
CN109519220A (en) * 2018-10-29 2019-03-26 中铁十二局集团有限公司 Karst area diversion tunnel is crushed rich water section grouting treatment method
CN110080784A (en) * 2019-05-14 2019-08-02 福建工程学院 A kind of tunnel excavation and reinforcement means passing through rich water arenaceous stratum
CN110905556A (en) * 2019-12-20 2020-03-24 山东科技大学 Novel efficient mixing alternating type double-hole sectional grouting method

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