CN103628894B - Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing - Google Patents

Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing Download PDF

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CN103628894B
CN103628894B CN201310513597.5A CN201310513597A CN103628894B CN 103628894 B CN103628894 B CN 103628894B CN 201310513597 A CN201310513597 A CN 201310513597A CN 103628894 B CN103628894 B CN 103628894B
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row
grouting
boring
angle
water
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CN201310513597.5A
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CN103628894A (en
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曹树刚
洛锋
李国栋
郭平
张遵国
李勇
孙传猛
刘延保
杨红运
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重庆大学
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Abstract

The invention discloses a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing and repair method, comprise the following steps: 1) arrange and visit water and water guide boring; 2) slip casting is carried out; 3) boring is closed in advanced layout water blockoff by row and reinforcing; 4) bored grouting is carried out by row successively; 5) lead pipe-shed support is adopted; 6) withdraw destroyed support, and excavate caved gangue; 7) U-shaped steel is adopted to carry out temporary lining to deformed area; 8) reinforced concrete lining layer pouring construction is carried out, pre-buried slurry pipe; 9) set up perforations adding slip casting row, order carries out advanced, interim and once supporting, until by district of collapsing; 10) after utilizing pre-buried Grouting Pipe to carry out wall, high-pressure slip-casting filling is reinforced.The present invention be directed to the effective ways that the section of collapsing roadway surrounding rock grouting for water blocking is reinforced, the method basis adopts control and the connecting method of system, and based on this, this Surrounding Rock Control engineering practice can reduce on-the-spot lane and repair blindness, ensures the long-term stability in tunnel.

Description

Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing

Technical field

The present invention relates to field, mine, particularly relate to a kind of rich water fault belt and to collapse the supporting method of rear lane, tunnel when repairing.

Background technology

Tomography two coils and produce relative motion under geological structure, and upper and lower dish mutually extrudes or stretches, and causes near Faults rock to rub fragmentation, forms the zone of fracture almost parallel with fault plane, is called fault belt.Faulting possibility conducting Fu Shui rock stratum and water proof rock stratum, broken original airtight water environment, thus formed rich water fault belt.First the job safety that there is serious threat tunnel and work plane of rich water fault belt, should detect the structure within the scope of mining area and hydrogeological conditions etc. before coal mine construction.

In the rich water fault belt of soft rock, general rock mass is extremely broken, and has good water guide performance, and rock mass argillization degree is high.If dig tunnel and adopt conventional U-shaped steel or bolt-mesh-anchor support in this region, will there will be surrouding rock deformation large, press the wall rock destabilization catastrophic rupture such as violent, prop rapid failure, and with obvious water burst or gushing water.For tunnel of collapsing, as blindly dismantled the support be out of shape, rich yew will be caused to fall apart the slippage of fragmented rock body secondary, inbreak rising height raises, and rock crusher region is strengthened further, brings very large difficulty to later stage road maintenance.Owing to collapsing, district's water burst is serious, in addition position, rich water zone of fracture water source is uncertain, construction equipment cannot be arranged, lane repair work extremely difficulty carry out, and district of collapsing is positioned at digs space, conventional face curtain-grouting mode cannot be constructed, and traditional grouting for water blocking mode will be difficult to the object reaching Surrounding Rock Control.Therefore, this type of rich water fault belt is collapsed tunnel, need a kind of effective complete restorative procedure badly and solve construction difficult problem.

Summary of the invention

Technical scheme of the present invention is as follows: method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing, and is characterised in that and comprises the following steps:

1) roadway layout 2 within the scope of roadway deformation district (1) rear 8-10m is arranged and is visited water and water guide boring, and is respectively first row boring (10) and second row boring (11);

2) spy water large for the water yield and water guide boring are given over to draining, water-guiding hole, slip casting is carried out to anhydrous or that the water yield is minimum spy water and water guide boring, successively carries out shallow bore hole, deep hole grouting;

3) boring is closed in advanced layout water blockoff by row and reinforcing, and is respectively the 3rd row hole drilling (12), the 4th row hole drilling (13), the 5th row hole drilling (14) and the 6th row hole drilling (15);

4) bored grouting is carried out by row successively, first Shallow hole grouting, then deep hole grouting;

5) Shed-pipe Advanced Support (2) supporting is adopted in deformed area (1);

6) withdraw support destroyed in deformed area (1), and excavate caved gangue;

7) while withdrawing inefficacy support, U-shaped steel (3) is adopted to carry out temporary lining to deformed area (1);

8) after reaching Reinforced Concrete Design construction working section, lay template and carry out reinforced concrete lining layer pouring construction, pre-buried inbreak cavity and breaking surrounding rock district Grouting Pipe in casting process;

9) after excavation advances, according to actual collapse range, set up perforations adding slip casting row according to the 6th row hole drilling angle, order carries out Shed-pipe Advanced Support (2) supporting, U-shaped steel (3) and once lining supporting, until by district of collapsing;

10), after lining cutting is stablized, pre-buried Grouting Pipe (5) is utilized to carry out high-pressure slip-casting filling reinforcing to inbreak cavity and loose wall rock after the lining wall of tunnel.

Use above-mentioned supporting method, first advance borehole is adopted to visit water, water guide, reduce water burst region hydraulic pressure, then spy water and water guide are holed first Shallow hole grouting then deep hole grouting, then adopt Shed-pipe Advanced Support to carry out advance support to position of collapsing, tunnel, room and time is provided for withdrawing work, while withdrawing inefficacy support, with U-shaped steel (3), supporting is carried out to deformed area, reduce pipe canopy pressure.After adopting U-shaped steel supporting, lay template and carry out reinforced concrete lining layer pouring construction, carry out once supporting to deformed area, pre-buried inbreak cavity and breaking surrounding rock district Grouting Pipe in casting process, the most backward rock crusher hole area carries out grouting behind shaft or drift lining reinforcing.The advanced pretreatment of country rock is carried out by umbrella advance borehole slip casting, barrel vault advanced support, withdraw and change support, then steel concrete or i iron concrete lining and built-in slip casting pipe slip casting is carried out once deformed area, secondary supporting is adopted, in tunnel, water burst disappears, Surrounding Rock Strength significantly strengthens, and laneway molding is effective, especially for the main roadway of service year limit for length, ensure that its long-time stability, decrease the impact because tunnel unstability causes mine safety production, bring great economic benefit to shaft production.

Described first row boring (10), second row boring (11), the 3rd row hole drilling (12), the 4th row hole drilling (13), the 5th row hole drilling (14) and the 6th row hole drilling (15) all use angle umbrella drill mode, described angle umbrella drill mode is that two rows visit water and water guide boring tilts to lay all towards the rear, and outer limb becomes large from back to front gradually, four unimpeded water and reinforcing are closed boring and are tilted to lay all forward, and outer limb diminishes from back to front gradually, this six row hole drilling is umbrella distribution.Use above-mentioned supporting method, burying and covering due to loose crushing body, water (flow) direction in country rock cannot be differentiated, based on first water guide, draining, then the principle of expelling water, first arranges two row Water prospect grouting holes, if having swelling to go out in boring towards rear, tunnel, drain hole is given over to, to reduce moraine head water yield and pressure by front two round top-portion apertures.After front slip casting completes, this drain hole of in good time shutoff, as anhydrous in front two rounds, then directly slip casting shutoff, as front water, due to rock crusher, pore-forming effect is poor, unsuitable water guide.For ensureing that lane is repaiied construction and can be continued advance and facilitate field operation, make water (flow) direction gradually away from construction working face, play expelling water effect, adopt angle umbrella slip casting pattern, namely from the 1st row's inlet well, each row hole drilling swings to tunnelling direction gradually, and angle reduces gradually.Prevent grouting pressure secondary cleavage fracture, rational pressure-bearing crag thickness should be ensured, when outer limb reaches certain angle, same angle slip casting can be kept thereafter.Because tunneling boring is provided with injected hole, can think according to column slip casting principle, often arrange injected hole adhesive bond and can form three-dimensional " umbrella " divergent structure, and reduce with angle, slip casting region is closed gradually and is closed up, thus ensures adjoining rock stability within the scope of curtain.

First row boring (10) tilts to lay towards the rear, outer limb η is 60 °, second row boring (11) tilts to lay towards the rear, outer limb θ is 70 °, 3rd row hole drilling (12) tilts to lay forward, outer limb λ is 70 °, 4th row hole drilling (13) tilts to lay forward, outer limb μ is 63.4 °, 5th row hole drilling (14) tilts to lay forward, outer limb ν is 33.7 °, and the 6th row hole drilling (15) tilts to lay forward, and outer limb ξ is 21.8 °.

When carrying out bored grouting, hanging hole position of holing between row adopts plum blossom-shaped to arrange, adjacent boring row hole drilling arrangement is different, and between the row of making, range of grouting forms complementation, and all odd number row hole drillings adopt an annular distance pattern, all even rows boring employing two annular distance patterns; A described annular distance pattern is be the cloth hole, interval of 30 ° in skewback line (6) and above region according to angle α, the angle cloth hole of base angle for along the following angle β of skewback line (6) being 32 °, be the angle cloth hole of 30 ° with angle γ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 12; Described two annular distance patterns are be the cloth hole, interval of 30 ° according to angle δ in more than 15 ° regions, skewback line (6) below, base angle is the angle cloth hole of 32 ° with skewback line (6) less than 15 °, below angle ε, be the angle cloth hole of 30 ° with angle ζ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 13.Use this pattern, range of grouting can be improved greatly, thus improve Surrounding Rock Strength, reduce drilling hole amount simultaneously.

Arrange first row boring (10) at 9m place, deformed area (1) rear, first row boring (10) section arranges employing one annular distance pattern, only arranges that more than skewback line is holed; Arrange second row boring (11) at 7.5m place, deformed area (1) rear, second row borehole profile arranges employing two annular distance pattern, and only arrange the boring in more than 15 ° regions below skewback line, aperture is towards rear, tunnel; The 3rd row hole drilling (12), the 4th row hole drilling (13), the 5th row hole drilling (14) and the 6th row hole drilling (15) is also furnished with successively at 6m, 4.5m, 3.5m and 2.5m place, deformed area (1) rear, 3rd row hole drilling and the 5th row hole drilling section arrange employing one annular distance pattern, 4th row hole drilling and the 6th row hole drilling section arrange employing two annular distance pattern, behind deformed area, 9m arranges first row boring, a row hole drilling is arranged forward again, to strengthen pre-grouting effect every about 1.5m.Adopt advanced shallow bore hole and deep hole associating grouting and reinforcing, can shutoff tomography water burst, improve self.

When withdrawing support destroyed in deformed area (1) and temporary lining carried out to deformed area (1), be one with 0.6-1.2m to withdraw, excavate and U-shaped steel (3) support work section, namely after Shed-pipe Advanced Support (2) is laid, first withdraw U-shaped steel bracket within the scope of 0.6-1.2m, excavation caved gangue, then lay two groups of U-shaped steel (3) in time, and pull bar is installed, and by the circulation of this drilling depth.Carry out temporary lining when withdrawing simultaneously, reduce the pipe canopy cantilever support time to greatest extent, ensure that pipe canopy is stablized.

Be an active section with 2.4-3.6m when steel concrete is built, when after the full active section of U-shaped steel (3) erection, start molding within the scope of an active section in its rear, lay steel mesh reinforcement and concreting (7), this mode can reduce U-shaped steel (3) support time separately further.

In order to reduce construction sequence and optimize supporting effect, in step 1) and step 3) when holing employing hollow grouting anchor anchoring and doublely do Grouting Pipe, in step 2) and step 4) in carry out grouting and reinforcing by this hollow grouting anchor.

After excavation advances, according to actual collapse range, set up perforations adding slip casting row (8) according to the 6th row hole drilling angle, order carries out Shed-pipe Advanced Support (2) supporting, U-shaped steel (3) and once lining supporting, until by district of collapsing.

Beneficial effect: " angle umbrella pre-grouting reinforcement means " that the present invention adopts is the effective ways reinforced for the section of collapsing roadway surrounding rock grouting for water blocking, the method basis adopts " sequentially-associating " Systematical control and the connecting method of " pre-grouting water reinforcement-advance support (pipe shed support)-temporary lining (U-shaped steel supporting)-once supporting (concreting)-secondary supporting (high pressure grouting behind shaft or drift lining) ", based on this, this Surrounding Rock Control engineering practice can reduce on-the-spot lane and repair blindness, ensures the long-term stability in tunnel.

Accompanying drawing explanation

Fig. 1 is that an annular distance pattern section borehole is arranged;

Fig. 2 is that two annular distance pattern section borehole are arranged;

Fig. 3 is Shed-pipe Advanced Support arrangement diagram section;

Fig. 4 is steel concrete pouring construction and Grouting Pipe artwork;

Fig. 5 is angle umbrella inlet well arrangement diagram;

Detailed description of the invention

Below in conjunction with drawings and Examples, the invention will be further described.

As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4 and Fig. 5, the present invention includes following steps:

1) in the inclined shaft at 8-10m place, rear, roadway deformation district 1, spy water and water guide is carried out, when holing, hanging hole position employing plum blossom-shaped of holing between row is arranged, adjacent boring row hole drilling arrangement is different, between the row of making, range of grouting forms complementation, all odd number row hole drillings adopt an annular distance pattern, all even rows boring employing two annular distance patterns.A described annular distance pattern is be the cloth hole, interval of 30 ° in skewback line 6 and above region according to angle α, base angle is be the angle cloth hole of 32 ° along skewback line less than 6 angle β, be the angle cloth hole of 30 ° with angle γ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 12; Described two annular distance patterns are that more than 15 ° regions are the cloth hole, interval of 30 ° according to angle δ below skewback line 6, base angle is the angle cloth hole of 32 ° with less than 15 ° angle ε below skewback line 6, be the angle cloth hole of 30 ° with angle ζ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 13.Arrange first row boring 10 at 9m place, rear, deformed area 1, first row 10 sections of holing arrange employing one annular distance patterns, only arrange that skewback line more than 6 is holed; Second row boring 11 is arranged at 7.5m place, rear, deformed area 1, second row 11 sections of holing arrange employing two annular distance patterns, and only arrange the boring in more than 15 ° regions below skewback line 6, aperture is towards rear, tunnel, first row boring 10 is laid towards the rear, and outer limb η is 60 °.Second row boring 11 is laid towards the rear, and outer limb θ is 70 °.

2) spy water large for the water yield and water guide boring are given over to draining, water-guiding hole, carry out the first Shallow hole grouting of slip casting deep hole grouting again for anhydrous or that the water yield is minimum spy water and water guide boring, Shallow hole grouting curtain is about 5m, and deep hole grouting curtain is about 10m.Adopt Portland cement or cement-sodium silicate double liquid, grouting serous fluid water/binder ratio is rule of thumb selected.Advanced superficial part grouting pressure is not more than 2-3MPa, and deep grouting pressure is determined depending on on-the-spot loose crushing situation.When strengthening grouting amount, find obvious spillage and country rock bulging if on-the-spot, suitably reduce grouting pressure, guarantee safety.In hole, grouting sequence is from the close-by examples to those far off; Bore a hole, note one hole; By 1,2 sequence hole jumping hole slip castings; Follow-up boring, as inspection eye or in good time complement inspection eye, encrypts boring in good time.

3) the 3rd row hole drilling 12, the 4th row hole drilling 13, the 5th row hole drilling 14 and the 6th row hole drilling 15 is furnished with successively at 6m, 4.5m, 3.5m and 2.5m place, rear, deformed area 1,3rd row hole drilling and the 5th row hole drilling section arrange employing one annular distance pattern, and the 4th row hole drilling and the 6th row hole drilling section arrange employing two annular distance pattern.According to reality excavation situation, behind excavation local distortion district 1, in good time complement first row perforations adding 8 and second row perforations adding 9, according to an annular distance and two annular distance alternate modes.And the 3rd row hole drilling 12 tilts to lay forward, and outer limb λ is 70 °, the 4th row hole drilling 13 tilts to lay forward, outer limb μ is 63.4 °, and the 5th row hole drilling 14 tilts to lay forward, and outer limb ν is 33.7 °, 6th row hole drilling 15 tilts to lay forward, and outer limb ξ is 21.8 °.

4) bored grouting is carried out by row successively, first Shallow hole grouting, then deep hole grouting.Shallow hole grouting curtain is about 5m, and deep hole grouting curtain is about 10m.Adopt Portland cement or cement-sodium silicate double liquid, grouting serous fluid water/binder ratio is selected according to experience.Advanced superficial part grouting pressure is not more than 2-3MPa, and deep grouting pressure is determined depending on on-the-spot loose crushing situation.When strengthening grouting amount, find obvious spillage and country rock bulging if on-the-spot, suitably reduce grouting pressure, guarantee safety.In hole, grouting sequence is from the close-by examples to those far off; Bore a hole, note one hole; By 1,2 sequence hole jumping hole slip castings; Follow-up boring, as inspection eye or in good time complement inspection eye, encrypts boring in good time.

5) adopt Shed-pipe Advanced Support 2 supporting in deformed area 1, the caliber of Shed-pipe Advanced Support 2 is φ 48mm, outer limb 1-2 °, and Shed-pipe Advanced Support 2 length is 3m.

6) withdraw support destroyed in deformed area 1, and excavate caved gangue.

7) while withdrawing inefficacy support, adopt U-shaped steel 3 pairs of deformed areas 1 to carry out temporary lining, be one with 0.6-1.2m to withdraw, excavate and U-shaped steel 3 support work section, namely after Shed-pipe Advanced Support 2 supporting is laid, first withdraw U-shaped steel bracket within the scope of 0.6-1.2m, excavation caved gangue, then lay two groups of U-shaped steel 3 in time, and pull bar is installed, and by the circulation of this drilling depth.

8) after reaching Reinforced Concrete Design construction working section, lay template and carry out reinforced concrete lining layer pouring construction, pre-buried inbreak cavity and breaking surrounding rock district Grouting Pipe in casting process.When steel concrete is built, be an active section with 2.4-3.6m, after U-shaped steel 3 sets up a full active section, start molding within the scope of an active section in its rear, lay steel mesh reinforcement and concreting 7.

9) after excavation advances, according to actual collapse range, set up perforations adding slip casting row according to the 6th row hole drilling angle, order carries out Shed-pipe Advanced Support 2 supporting, U-shaped steel 3 and once lining supporting, until by district of collapsing;

10), after lining cutting is stablized, after utilizing pre-buried Grouting Pipe 5 pairs of lining walls, inbreak cavity and loose wall rock carry out high-pressure slip-casting filling reinforcing.

In conjunction with on-the-spot water burst situation, adopt and first visit water, again water guide, the practice scheme of last water blockoff.Adjust inlet well angle gradually in slip casting process, thus reach the object in closed curtain-grouting district, play the double action of water blockoff and reinforce adjoining rock simultaneously.Systematically specify that Systematical control and the connecting method of " sequentially-associating " of " pre-grouting water reinforcement-advance support-temporary lining-once supporting-secondary supporting ", and achieve good practice effect at the scene.In process of the test, after advanced umbrella grouting and reinforcing, in tunnel, water burst disappears substantially, Surrounding Rock Strength significantly strengthens simultaneously, laneway molding is effective, especially for the main roadway of service year limit for length, ensure that its long-time stability, solve in rich water fault belt the reparation difficult problem in tunnel of collapsing, bring very big economic benefit to mine.

The foregoing is only preferred embodiment of the present invention, is not restriction with the present invention, and all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.

Claims (8)

1. repair a method based on the rich water fault belt of angle umbrella pre-grouting lane, tunnel of collapsing, be characterised in that and comprise the following steps:
1) roadway layout 2 within the scope of roadway deformation district (1) rear 8-10m is arranged and is visited water and water guide boring, and is respectively first row boring (10) and second row boring (11);
2) spy water large for the water yield and water guide boring are given over to draining, water-guiding hole, slip casting is carried out to anhydrous or that the water yield is minimum spy water and water guide boring, successively carries out shallow bore hole, deep hole grouting;
3) boring is closed in advanced layout water blockoff by row and reinforcing, and is respectively the 3rd row hole drilling (12), the 4th row hole drilling (13), the 5th row hole drilling (14) and the 6th row hole drilling (15);
4) bored grouting is carried out by row successively, first Shallow hole grouting, then deep hole grouting;
5) Shed-pipe Advanced Support (2) supporting is adopted in deformed area (1);
6) withdraw support destroyed in deformed area (1), and excavate caved gangue;
7) while withdrawing inefficacy support, U-shaped steel (3) is adopted to carry out temporary lining to deformed area (1);
8) after reaching Reinforced Concrete Design construction working section, lay template and carry out reinforced concrete lining layer pouring construction, pre-buried inbreak cavity and breaking surrounding rock district Grouting Pipe in casting process;
9) after excavation advances, according to actual collapse range, set up perforations adding slip casting row according to the 6th row hole drilling angle, order carries out Shed-pipe Advanced Support (2) supporting, U-shaped steel (3) and once lining supporting, until by district of collapsing;
10), after lining cutting is stablized, pre-buried Grouting Pipe (5) is utilized to carry out high-pressure slip-casting filling reinforcing to inbreak cavity and loose wall rock after the lining wall of tunnel.
2. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 1 lane, tunnel of collapsing, it is characterized in that: described first row boring (10), second row boring (11), 3rd row hole drilling (12), 4th row hole drilling (13), 5th row hole drilling (14) and the 6th row hole drilling (15) all use angle umbrella drill mode, described angle umbrella drill mode is that two rows visit water and water guide boring tilts to lay all towards the rear, and outer limb becomes large from back to front gradually, four unimpeded water and reinforcing are closed boring and are tilted to lay all forward, and outer limb diminishes from back to front gradually, this six row hole drilling is umbrella distribution.
3. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 2 lane, tunnel of collapsing, it is characterized in that: first row boring (10) tilts to lay towards the rear, outer limb η is 60 °, second row boring (11) tilts to lay towards the rear, outer limb θ is 70 °, 3rd row hole drilling (12) tilts to lay forward, outer limb λ is 70 °, 4th row hole drilling (13) tilts to lay forward, outer limb μ is 63.4 °, 5th row hole drilling (14) tilts to lay forward, outer limb ν is 33.7 °, 6th row hole drilling (15) tilts to lay forward, outer limb ξ is 21.8 °.
4. method is repaiied in the rich water fault belt based on angle umbrella pre-grouting according to claim 1 lane, tunnel of collapsing, it is characterized in that: when carrying out bored grouting, hanging hole position employing plum blossom-shaped of holing between row is arranged, adjacent boring row hole drilling arrangement is different, between the row of making, range of grouting forms complementation, all odd number row hole drillings adopt an annular distance pattern, all even rows boring employing two annular distance patterns; A described annular distance pattern is be the cloth hole, interval of 30 ° in skewback line (6) and above region according to angle α, the angle cloth hole of base angle for along the following angle β of skewback line (6) being 32 °, be the angle cloth hole of 30 ° with angle γ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 12; Described two annular distance patterns are be the cloth hole, interval of 30 ° according to angle δ in more than 15 ° regions, skewback line (6) below, base angle is the angle cloth hole of 32 ° with skewback line (6) less than 15 °, below angle ε, be the angle cloth hole of 30 ° with angle ζ below the one-sided center line of base plate, and the vertical cloth hole of the heart in the soleplate, total boring 13.
5. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 4 lane, tunnel of collapsing, it is characterized in that: arrange first row boring (10) at 9m place, deformed area (1) rear, first row boring (10) section arranges employing one annular distance pattern, only arranges that more than skewback line is holed; Arrange second row boring (11) at 7.5m place, deformed area (1) rear, second row borehole profile arranges employing two annular distance pattern, and only arrange the boring in more than 15 ° regions below skewback line, aperture is towards rear, tunnel; The 3rd row hole drilling (12), the 4th row hole drilling (13), the 5th row hole drilling (14) and the 6th row hole drilling (15) is also furnished with successively at 6m, 4.5m, 3.5m and 2.5m place, deformed area (1) rear, 3rd row hole drilling and the 5th row hole drilling section arrange employing one annular distance pattern, and the 4th row hole drilling and the 6th row hole drilling section arrange employing two annular distance pattern.
6. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 1 lane, tunnel of collapsing, it is characterized in that: when withdrawing support destroyed in deformed area (1) and temporary lining is carried out to deformed area (1), be one with 0.6-1.2m to withdraw, excavate and U-shaped steel (3) support work section, namely after Shed-pipe Advanced Support (2) is laid, first withdraw U-shaped steel bracket within the scope of 0.6-1.2m, excavation caved gangue, then two groups of U-shaped steel (3) are laid in time, and install pull bar, and by the circulation of this drilling depth.
7. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 1 lane, tunnel of collapsing, it is characterized in that: be an active section with 2.4-3.6m when steel concrete is built, when after the full active section of U-shaped steel (3) erection, start molding within the scope of an active section in its rear, lay steel mesh reinforcement and concreting (7).
8. method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting according to claim 1 lane, tunnel of collapsing, it is characterized in that: in step 1) and step 3) adopt hollow grouting anchor anchoring when holing and doublely do Grouting Pipe, in step 2) and step 4) in carry out grouting and reinforcing by this hollow grouting anchor.
CN201310513597.5A 2013-10-24 2013-10-24 Method is repaiied in a kind of rich water fault belt based on angle umbrella pre-grouting lane, tunnel of collapsing CN103628894B (en)

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