CN108915706A - High hydraulic pressure shield launching portal horizontal grouting and static breaking construction method - Google Patents

High hydraulic pressure shield launching portal horizontal grouting and static breaking construction method Download PDF

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Publication number
CN108915706A
CN108915706A CN201810920536.3A CN201810920536A CN108915706A CN 108915706 A CN108915706 A CN 108915706A CN 201810920536 A CN201810920536 A CN 201810920536A CN 108915706 A CN108915706 A CN 108915706A
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CN
China
Prior art keywords
grouting
construction
hydraulic pressure
water
drilling
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CN201810920536.3A
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Chinese (zh)
Inventor
苏春生
何十美
汤振亚
梁朋刚
张庆
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中国铁建大桥工程局集团有限公司
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Priority to CN201810920536.3A priority Critical patent/CN108915706A/en
Publication of CN108915706A publication Critical patent/CN108915706A/en

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Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/105Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0642Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0642Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
    • E21D9/0678Adding additives, e.g. chemical compositions, to the slurry or the cuttings

Abstract

The invention discloses high hydraulic pressure shield launching portal horizontal groutings and static breaking construction method, are that size determines reinforcing blind area according to groundwater pressure rule and in the infiltration of different location;Controllable circulation osmotic grouting is carried out reinforcing blind area drilling, penetrated through between multiple reinforcing blind areas by densification, infiltration, splitting, intersect to form a netted slurry arteries and veins;Soundless cracking agent is poured into drilling and sends hydration reaction expansion, so that three crack, crack propagation, crack growth processes occurs in concrete, is finally resulted in concrete and is abolished by estimated direction.The beneficial effects of the invention are as follows:Operating expenses of the present invention is low, and consolidation effect is good, and construction safety is effectively guaranteed, environmentally friendly, efficient.

Description

High hydraulic pressure shield launching portal horizontal grouting and static breaking construction method

Technical field

The present invention relates to tunnel shielding portals to abolish technical field, is high hydraulic pressure shield launching portal level note specifically Slurry and static breaking construction method.

Background technique

In the prior art in railway submerged tunnel, when end tunnel bottom is medium-sand seam, due to by artesian water and tide Nighttide is affected, and end design will use triple-pipe high pressure jet grouting consolidation process, and portal is the armored concrete with a thickness of 1m Continuous beam, end consolidation effect is poor, and it is larger that risk is abolished and originated to portal, however can effectively judge to reinforce without one kind blind The method that area and concrete are abolished.

Summary of the invention

The purpose of the present invention is to provide high hydraulic pressure shield launching portal horizontal groutings and static breaking construction method, apply For expenses of labour with low, consolidation effect is good, is effectively guaranteed construction safety, environmental protection, efficiently.

The present invention is achieved through the following technical solutions:

High hydraulic pressure shield launching portal horizontal grouting and static breaking construction method, according to groundwater pressure rule and The infiltration of different location is that size determines reinforcing blind area;Carry out controllable circulation osmotic grouting reinforcing blind area drilling, by densification, Infiltration, splitting between multiple reinforcing blind areas to penetrate through, intersect to form a netted slurry arteries and veins;Soundless cracking is poured into drilling Agent simultaneously sends hydration reaction expansion, so that three crack, crack propagation, crack growth processes occurs in concrete, finally results in mixed Solidifying soil is abolished by estimated direction.

Further, in order to preferably realize the present invention, following steps are specifically included:

Step S1:End inspection of strengthening effect;

Step S2:It determines and reinforces blind area;

Step S3:Sleeve valve barrel grouting construction;

Step S4:Portal static cost control abolishes construction.

Further, in order to preferably realize the present invention, following steps are specifically included:

Step S11:The vertical coring in ground is simultaneously examined;

Step S12:Horizontal peep hole construction;

Further, in order to preferably realize the present invention, the step S2 specifically includes following steps:

Step S21:The water pipe that do not install and there is switch in horizontal peep hole, water pipe uses quincunx drilling, water pipe is consolidated It is scheduled on diaphragm wall;

Step S22:All water pipes are closed, injection water turned on the switch at random after forming hydraulic pressure, and record hydraulic pressure with Water;

Step S23:The position in water burst area and the source of water are tentatively judged according to record;

Step S24:Using slip casting machine, a horizontal peep hole injects coloured water wherein, other horizontal peep holes are beaten It opens, by there is the flow direction judgement of color water to reinforce the range of blind area;

Step S25:In water burst area and the random boring and coring of blind zone position is reinforced, further checks the reinforcing defect of blind area.

Further, in order to preferably realize the present invention, the step S3 specifically includes following steps:

Step S31:Drilling;

Step S32:Inject capsule material;

Step S33:Place mini-valve tube;

Step S34:Check valve is fixed;

Step S35:Slurrying;

Step S36:Compaction grouting, osmotic grouting, fracture grouting;

Step S37:Judge slip casting effect.

Further, in order to preferably realize the present invention, the step S4 specifically includes following steps:

Step S41:It abolishes for the first time;It specifically refers to:It is continuous to portal underground from the bottom up after horizontal grouting is met the requirements Wall carries out rear end and abolishes for 100mm, and reinforcing bar is all cut off to taking-up;

Step S42:It abolishes for the second time, construction is abolished in completion;

Further, in order to preferably realize the present invention, the step S42 specifically includes following steps:

Step S421:Drilling;It specifically refers to:Drilling rod is used to drill from top to bottom according to spacing for 30cm;In tunnel bottom 1m 4 inclined holes of location arrangements are as free face;

Step S422:Borehole cleaning;It specifically refers to:Using high-pressure blast to drilling scarfing cinder;

Step S423:Risk assessment;It specifically refers to:Powder charge first is carried out to free face hole to abolish, and checks that soil mass consolidation is gone forward side by side Row security evaluation;

Step S424:Powder charge is abolished;It specifically refers to:Evaluated soil mass consolidation is stablized, and use layer-by-layer powder charge from the bottom up is simultaneously Static state is carried out to abolish;

Step S425:Construction is abolished in headroom inspection, completion;It specifically refers to:It is broken to terminating after portal passed examination after tear It removes.

It further, further include step S5 in order to preferably realize the present invention:After abolishing for the second time, portal rubber is carried out Glue sealing cord is installed;The last layer reinforcing bar, which uses, is divided to two pieces to cut and hang out.

Compared with prior art, the present invention having the following advantages that and beneficial effect:

It first sprays water in drilling and is abolished using soundless cracking agent, it is effective to reduce construction fugitive dust and noise, using circulation Slip casting, which is reduced, to fly to discharge.

It is abolished using layering static state, reduces power consumption and reinforcing bar is discarded.

Construction period is effectively saved using mini-valve tube fracture grouting, the broken construction of static cost control compared with prior art;It adopts It is used with the broken air compressor machine that reduces of static cost control, saves human and material resources, construction cost is effectively reduced, with fracture grouting work Skill is lost without slurries, compared to the dosage that other grouting process effectively reduce cement slurry.

It ensure that the consolidation effect of end using horizontal sleeve valve barrel grouting, the broken construction of static cost control, which is effectively guaranteed, to be applied Work safety.

Specific embodiment

The present invention is described in further detail below with reference to embodiment, embodiments of the present invention are not limited thereto.

Embodiment 1:

The present invention is achieved through the following technical solutions, and high hydraulic pressure shield launching portal horizontal grouting and static state abolish construction Method is that size determines reinforcing blind area according to groundwater pressure rule and in the infiltration of different location;Reinforce blind area drill into The controllable circulation osmotic grouting of row penetrates through between multiple reinforcing blind areas by densification, infiltration, splitting, intersects to form one Netted slurry arteries and veins;Soundless cracking agent is poured into drilling and concurrently gives birth to hydration reaction expansion, so that concrete crack, crack occurs and passes It broadcasts, three processes of crack growth, finally results in concrete and abolished by estimated direction.

It should be noted that being combined by groundwater pressure by above-mentioned improvement and injected clear water being found and reinforces blind area, side Method is unique, and accuracy of judgement is errorless;Fast, the safety and environmental protection using Controllability of SCA speed.

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

Embodiment 2:

The present embodiment advanced optimizes on the basis of the above embodiments, specifically includes following steps:

Step S1:End inspection of strengthening effect;Specifically include following steps:

Step S11:The vertical coring in ground is simultaneously examined;

Coring principle:Coring position is no less than 6 in the end of tunnel two sides and two tunnel parts, coring quantity, and depth is Reinforcement depth.

In coring, core preservation and data statistics are carried out, it is desirable that pile rate asks stake continuous 95% or more;

The carry out compression test that core intersects is chosen, minimum strength has to be larger than design value 2MPa.

Step S12:Horizontal peep hole construction;

Construction time:According to shield launching situation, 30-40 days carry out level observation hole drillings of money generally are abolished in portal;

Cloth hole requirement:Full tunnel cross-section uniformly sets 7, and bore diameter is φ 60mm, drilling depth 1.5m;

Observed content:Portal infiltration situation is detected, it is desirable that infiltration coefficient is less than 1 × 10-6cm/s。

Step S2:It determines and reinforces blind area;

Step S3:Sleeve valve barrel grouting construction, construction general procedure are:The live big region grouting test-of positioning-water yield Large area slip casting-quality examination.

Step S4:Portal static cost control abolishes construction.

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

Embodiment 3:

The present embodiment advanced optimizes on the basis of the above embodiments, and the step S2 specifically includes following steps:

Step S21:The water pipe that do not install and there is switch in horizontal peep hole, water pipe uses quincunx drilling, uses swelling water Mud secures the tubes on diaphragm wall;

Step S22:All water pipes are closed, injection water turned on the switch at random after forming hydraulic pressure, and record hydraulic pressure with Water;

Step S23:The position in water burst area and the source of water are tentatively judged according to record;

Step S24:Using slip casting machine, a horizontal peep hole injects coloured water wherein, other horizontal peep holes are beaten It opens, by there is the flow direction judgement of color water to reinforce the range of blind area, finally other level observation bore closures, fills clear water, root Blind area and strengthening quality are reinforced according to infiltration situation judgement is specific;

Step S25:In water burst area and the random boring and coring of blind zone position is reinforced, further checks the reinforcing defect of blind area.

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

Embodiment 4:

The present embodiment advanced optimizes on the basis of the above embodiments, further, in order to preferably realize this hair Bright, the step S3 specifically includes following steps:

Step S31:Drilling;It is drilled using air drill by scene positioning, before spudding in, should be adjusted outside verticality and outer ring Limb;

Step S32:Inject capsule material;Drilling is in place afterwards using in cement, clay mixed liquor injection hole;

Step S33:Place mini-valve tube;After injecting capsule material, the mini-valve tube made should be inserted to bottom hole immediately and prepared Bellows grouting plug;

Step S34:Check valve is fixed;Company is fixed on using the check valve and mini-valve tube end of expansion cement slurry steel pipe production On continuous wall;

Step S35:Slurrying;With blender humidity slurrying, and mud density, control design case are measured according to the slip casting stage at any time It is required that;

Step S36:Compaction grouting, osmotic grouting, fracture grouting;

Compaction grouting:After sleeve shell material reaches 0.3MPa, the special slip casting rifle insertion sleeve valve with bilateral sealing device Tube bottom carries out slip casting by ring from inside to outside, after the completion of complete opening slip casting, aluminium-plastic pipe is inserted to mini-valve tube bottom, with clear water mini-valve tube Interior residual slurry cleans up;

Osmotic grouting:After compaction grouting initial set, increases concentration and pressure starts to carry out osmotic grouting, grouting method is same as above;

Fracture grouting:After osmotic grouting initial set, continuing increasing concentration and pressure can start to carry out fracture grouting, grouting method Ibid.

Step S37:Judge slip casting effect;It specifically refers to:After slip casting, it is bent that the practical slip casting P-Q-T of receipt is recorded according to slip casting Line, it is desirable that 70% or more coincide with normal P-Q-T curve;The slurries filling rate that stratum after calculating slip casting is recorded by slip casting exists 85% or more;

Live coring confirms the above judgement, and checks slip casting true effect, does not need if intensity height, without infiltration After-teeming slurry;It is opposite then after-teeming is needed to starch;

Injected hole away from:When carrying out horizontal grouting, semi-ring periphery hole is away from tunnel bottom 2m, two sides 2.5m, array pitch take under portal 1m, angle is to 15 ° of extrapolation;

It reinforces blind area injected hole pitch-row and takes 2.5m, quincunx laying, direction is vertical with portal;

Water yield large area injected hole is away from taking 1.5m.

Slip casting hole depth:Generally determined according to the size of portal buried depth and diameter D;

Semi-ring periphery hole depth L1=D/3 under portal;

Reinforce blind area slip casting hole depth L2=D/4;

Water yield angular regions slip casting hole depth L3=D/3.

The grouting serous fluid is using the double slurries of cement-sodium silicate;

The cement slurry ratio of mud includes the compaction grouting ratio of mud, the osmotic grouting ratio of mud and the fracture grouting ratio of mud, Wherein the compaction grouting ratio of mud is 1.0;The osmotic grouting ratio of mud is 0.9;The fracture grouting ratio of mud is 0.8;

Concentration of sodium silicate:It is 25 ° of B é when compaction grouting;It is 30 ° of B é when osmotic grouting;It is 35 ° of B é when fracture grouting;

Cement-silicate volume ratio:It is 1 when compaction grouting:1;It is 1 when osmotic grouting:0.9;It is 1 when fracture grouting:0.8;

Grouting pressure;Pressure is less than 1MPa when compaction grouting;Pressure is less than 2MPa when osmotic grouting;Pressure when fracture grouting Less than 3MPa;

Every meter of grouting amount Q is calculated;Q=1000VN β α;

In formula:V- reinforces volume;

The stabilization zone N- voidage, if silt N=0.426, if coarse sand N=0.35;

Β-slurries fill factor, close silt β=0.45 if in, if coarse sand β=0.85;

α-slurries loss factor, α=1.15~1.30.

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

Embodiment 5:

The present embodiment advanced optimizes on the basis of the above embodiments, and the step S4 specifically includes following steps:

Step S41:It abolishes for the first time;It specifically refers to:It is continuous to portal underground from the bottom up after horizontal grouting is met the requirements Wall carries out rear end and abolishes for 100mm, and reinforcing bar is all cut off to taking-up;

Step S42:It abolishes for the second time, construction is abolished in completion;The step S42 specifically includes following steps:

Step S421:Drilling;It specifically refers to:Using 1m long, the drilling rod for the drill bit that diameter is 40mm is 30cm according to spacing It drills from top to bottom;The bore inclining setting, it is at a certain angle with horizontal plane;Hole depth is to need to abolish concrete thickness 80%, while in 4 inclined holes of tunnel bottom 1m location arrangements as free face.

Step S422:Borehole cleaning;It specifically refers to:Using high-pressure blast to drilling scarfing cinder;

Step S423:Risk assessment;It specifically refers to:Powder charge first is carried out to free face hole to abolish, and checks that soil mass consolidation is gone forward side by side Row security evaluation;

Step S424:Powder charge is abolished;It specifically refers to:Evaluated soil mass consolidation is stablized, and use layer-by-layer powder charge from the bottom up is simultaneously Static state is carried out to abolish;

Step S425:Construction is abolished in headroom inspection, completion;It specifically refers to:It is broken to terminating after portal passed examination after tear It removes.

It should be noted that by above-mentioned improvement,

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

Embodiment 6:

The present embodiment is the most preferred embodiment of invention, and high hydraulic pressure shield launching portal horizontal grouting and static state abolish construction Method is that size determines reinforcing blind area according to groundwater pressure rule and in the infiltration of different location;Reinforce blind area drill into The controllable circulation osmotic grouting of row penetrates through between multiple reinforcing blind areas by densification, infiltration, splitting, intersects to form one Netted slurry arteries and veins;Soundless cracking agent is poured into drilling and concurrently gives birth to hydration reaction expansion, so that concrete crack, crack occurs and passes It broadcasts, three processes of crack growth, finally results in concrete and abolished by estimated direction.

Specifically include following steps:

Step S1:End inspection of strengthening effect;Specifically include following steps:

Step S11:The vertical coring in ground is simultaneously examined;

Coring principle:Coring position is no less than 6 in the end of tunnel two sides and two tunnel parts, coring quantity, and depth is Reinforcement depth.

In coring, core preservation and data statistics are carried out, it is desirable that pile rate asks stake continuous 95% or more;

The carry out compression test that core intersects is chosen, minimum strength has to be larger than design value 2MPa.

Step S12:Horizontal peep hole construction;

Construction time:According to shield launching situation, 30-40 days carry out level observation hole drillings of money generally are abolished in portal;

Cloth hole requirement:Full tunnel cross-section uniformly sets 7, and bore diameter is φ 60mm, drilling depth 1.5m;

Observed content:Portal infiltration situation is detected, it is desirable that infiltration coefficient is less than 1 × 10-6cm/s。

Step S2:It determines and reinforces blind area;

The step S2 specifically includes following steps:

Step S21:The water pipe that do not install and there is switch in horizontal peep hole, water pipe uses quincunx drilling, uses swelling water Mud secures the tubes on diaphragm wall;

Step S22:All water pipes are closed, injection water turned on the switch at random after forming hydraulic pressure, and record hydraulic pressure with Water;

Step S23:The position in water burst area and the source of water are tentatively judged according to record;

Step S24:Using slip casting machine, a horizontal peep hole injects coloured water wherein, other horizontal peep holes are beaten It opens, by there is the flow direction judgement of color water to reinforce the range of blind area, finally other level observation bore closures, fills clear water, root Blind area and strengthening quality are reinforced according to infiltration situation judgement is specific;

Step S25:In water burst area and the random boring and coring of blind zone position is reinforced, further checks the reinforcing defect of blind area.

Step S3:Sleeve valve barrel grouting construction, construction general procedure are:The live big region grouting test-of positioning-water yield Large area slip casting-quality examination.

The step S3 specifically includes following steps:

Step S31:Drilling;It is drilled using air drill by scene positioning, before spudding in, should be adjusted outside verticality and outer ring Limb;

Step S32:Inject capsule material;Drilling is in place afterwards using in cement, clay mixed liquor injection hole;

Step S33:Place mini-valve tube;After injecting capsule material, the mini-valve tube made should be inserted to bottom hole immediately and prepared Bellows grouting plug;

Step S34:Check valve is fixed;Company is fixed on using the check valve and mini-valve tube end of expansion cement slurry steel pipe production On continuous wall;

Step S35:Slurrying;With blender humidity slurrying, and mud density, control design case are measured according to the slip casting stage at any time It is required that;

Step S36:Compaction grouting, osmotic grouting, fracture grouting;

Compaction grouting:After sleeve shell material reaches 0.3MPa, the special slip casting rifle insertion sleeve valve with bilateral sealing device Tube bottom carries out slip casting by ring from inside to outside, after the completion of complete opening slip casting, aluminium-plastic pipe is inserted to mini-valve tube bottom, with clear water mini-valve tube Interior residual slurry cleans up;

Osmotic grouting:After compaction grouting initial set, increases concentration and pressure starts to carry out osmotic grouting, grouting method is same as above;

Fracture grouting:After osmotic grouting initial set, continuing increasing concentration and pressure can start to carry out fracture grouting, grouting method Ibid.

Step S37:Judge slip casting effect;It specifically refers to:After slip casting, it is bent that the practical slip casting P-Q-T of receipt is recorded according to slip casting Line, it is desirable that 70% or more coincide with normal P-Q-T curve;The slurries filling rate that stratum after calculating slip casting is recorded by slip casting exists 85% or more;P is grouting pressure in P-Q-T curve, and Q is grouting amount, and T is the slip casting time;The curve is to use in the prior art Slip casting curve.

Live coring confirms the above judgement, and checks slip casting true effect, does not need if intensity height, without infiltration After-teeming slurry;It is opposite then after-teeming is needed to starch;

Injected hole away from:When carrying out horizontal grouting, semi-ring periphery hole is away from tunnel bottom 2m, two sides 2.5m, array pitch take under portal 1m, angle is to 15 ° of extrapolation;

It reinforces blind area injected hole pitch-row and takes 2.5m, quincunx laying, direction is vertical with portal;

Water yield large area injected hole is away from taking 1.5m.

Slip casting hole depth:Generally determined according to the size of portal buried depth and diameter D;

Semi-ring periphery hole depth L1=D/3 under portal;

Reinforce blind area slip casting hole depth L2=D/4;

Water yield angular regions slip casting hole depth L3=D/3.

The grouting serous fluid is using the double slurries of cement-sodium silicate;

The cement slurry ratio of mud includes the compaction grouting ratio of mud, the osmotic grouting ratio of mud and the fracture grouting ratio of mud, Wherein the compaction grouting ratio of mud is 1.0;The osmotic grouting ratio of mud is 0.9;The fracture grouting ratio of mud is 0.8;

Concentration of sodium silicate:It is 25 ° of B é when compaction grouting;It is 30 ° of B é when osmotic grouting;It is 35 ° of B é when fracture grouting;

Cement-silicate volume ratio:It is 1 when compaction grouting:1;It is 1 when osmotic grouting:0.9;It is 1 when fracture grouting:0.8;

Grouting pressure;Pressure is less than 1MPa when compaction grouting;Pressure is less than 2MPa when osmotic grouting;Pressure when fracture grouting Less than 3MPa;

Every meter of grouting amount Q is calculated;Q=1000VN β α;

In formula:V- reinforces volume;

The stabilization zone O- voidage, if silt N=0.426, if coarse sand N=0.35;

Β-slurries fill factor, close silt β=0.45 if in, if coarse sand β=0.85;

α-slurries loss factor, α=1.15~1.30.

Step S4:Portal static cost control abolishes construction.The step S4 specifically includes following steps:

Step S41:It abolishes for the first time;It specifically refers to:It is continuous to portal underground from the bottom up after horizontal grouting is met the requirements Wall carries out rear end and abolishes for 100mm, and reinforcing bar is all cut off to taking-up;

Step S42:It abolishes for the second time, construction is abolished in completion;The step S42 specifically includes following steps:

Step S421:Drilling;It specifically refers to:Using 1m long, the drilling rod for the drill bit that diameter is 40mm is 30cm according to spacing It drills from top to bottom;The bore inclining setting, it is at a certain angle with horizontal plane;Hole depth is to need to abolish concrete thickness 80%, while in 4 inclined holes of tunnel bottom 1m location arrangements as free face.

Step S422:Borehole cleaning;It specifically refers to:Using high-pressure blast to drilling scarfing cinder;

Step S423:Risk assessment;It specifically refers to:Powder charge first is carried out to free face hole to abolish, and checks that soil mass consolidation is gone forward side by side Row security evaluation;

Step S424:Powder charge is abolished;It specifically refers to:Evaluated soil mass consolidation is stablized, and use layer-by-layer powder charge from the bottom up is simultaneously Static state is carried out to abolish;

Step S425:Construction is abolished in headroom inspection, completion;It specifically refers to:It is broken to terminating after portal passed examination after tear It removes.

Step S5:After abolishing for the second time, carries out portal rubber water-proof cord and install;The last layer reinforcing bar, which uses, is divided to two pieces It cuts and hangs out.

It first sprays water in drilling and is abolished using soundless cracking agent, it is effective to reduce construction fugitive dust and noise, using circulation Slip casting, which is reduced, to fly to discharge.

It is abolished using layering static state, reduces power consumption and reinforcing bar is discarded.

Construction period is effectively saved using mini-valve tube fracture grouting, the broken construction of static cost control compared with prior art;It adopts It is used with the broken air compressor machine that reduces of static cost control, saves human and material resources, construction cost is effectively reduced, with fracture grouting work Skill is lost without slurries, compared to the dosage that other grouting process effectively reduce cement slurry.

It ensure that the consolidation effect of end using horizontal sleeve valve barrel grouting, the broken construction of static cost control, which is effectively guaranteed, to be applied Work safety.

The other parts of the present embodiment are same as the previously described embodiments, and so it will not be repeated.

The above is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, it is all according to According to technical spirit any simple modification to the above embodiments of the invention, equivalent variations, protection of the invention is each fallen within Within the scope of.

Claims (8)

1. high hydraulic pressure shield launching portal horizontal grouting and static breaking construction method, it is characterised in that:According to ground water pressure Power is regular and is that size determines reinforcing blind area in the infiltration of different location;Controllable circulation infiltration note is carried out reinforcing blind area drilling Slurry penetrates through between multiple reinforcing blind areas by densification, infiltration, splitting, intersects to form a netted slurry arteries and veins;In drilling It pours into soundless cracking agent and sends hydration reaction expansion, so that three crack, crack propagation, crack growth mistakes occurs in concrete Journey finally results in concrete and abolishes by estimated direction.
2. high hydraulic pressure shield launching portal horizontal grouting according to claim 1 and static breaking construction method, special Sign is:Specifically include following steps:
Step S1:End inspection of strengthening effect;
Step S2:It determines and reinforces blind area;
Step S3:Sleeve valve barrel grouting construction;
Step S4:Portal static cost control abolishes construction.
3. high hydraulic pressure shield launching portal horizontal grouting according to claim 2 and static breaking construction method, special Sign is:Specifically include following steps:
Step S11:The vertical coring in ground is simultaneously examined;
Step S12:Horizontal peep hole construction.
4. high hydraulic pressure shield launching portal horizontal grouting according to claim 3 and static breaking construction method, special Sign is:The step S2 specifically includes following steps:
Step S21:The water pipe that do not install and there is switch in horizontal peep hole, water pipe uses quincunx drilling, secures the tubes with On diaphragm wall;
Step S22:All water pipes are closed, injection water turns on the switch, and record hydraulic pressure and water at random after forming hydraulic pressure;
Step S23:The position in water burst area and the source of water are tentatively judged according to record;
Step S24:Using slip casting machine, a horizontal peep hole injects coloured water wherein, other horizontal peep holes are opened, The range of blind area is reinforced in flow direction judgement by there is color water;
Step S25:In water burst area and the random boring and coring of blind zone position is reinforced, further checks the reinforcing defect of blind area.
5. high hydraulic pressure shield launching portal horizontal grouting according to claim 4 and static breaking construction method, special Sign is:The step S3 specifically includes following steps:
Step S31:Drilling;
Step S32:Inject capsule material;
Step S33:Place mini-valve tube;
Step S34:Check valve is fixed;
Step S35:Slurrying;
Step S36:Compaction grouting, osmotic grouting, fracture grouting;
Step S37:Judge slip casting effect.
6. high hydraulic pressure shield launching portal horizontal grouting according to claim 5 and static breaking construction method, special Sign is:The step S4 specifically includes following steps:
Step S41:It abolishes for the first time;It specifically refers to:After horizontal grouting is met the requirements, from the bottom up to portal diaphram wall into Row rear end is abolished for 100mm, and reinforcing bar is all cut off to taking-up;
Step S42:It abolishes for the second time, construction is abolished in completion.
7. high hydraulic pressure shield launching portal horizontal grouting according to claim 6 and static breaking construction method, special Sign is:The step S42 specifically includes following steps:
Step S421:Drilling;It specifically refers to:Drilling rod is used to drill from top to bottom according to spacing for 30cm;In the tunnel bottom position 1m Arrange 4 inclined holes as free face;
Step S422:Borehole cleaning;It specifically refers to:Using high-pressure blast to drilling scarfing cinder;
Step S423:Risk assessment;It specifically refers to:Powder charge first is carried out to free face hole to abolish, and checks soil mass consolidation and is pacified Full assessment;
Step S424:Powder charge is abolished;It specifically refers to:Evaluated soil mass consolidation is stablized, and use layer-by-layer powder charge from the bottom up simultaneously carries out Static state is abolished;
Step S425:Construction is abolished in headroom inspection, completion;It specifically refers to:To terminating to abolish after portal passed examination after tear.
8. high hydraulic pressure shield launching portal horizontal grouting according to claim 6 and static breaking construction method, special Sign is:It further include step S5:After abolishing for the second time, carries out portal rubber water-proof cord and install;The last layer reinforcing bar uses It is divided to two pieces to cut and hang out.
CN201810920536.3A 2018-08-14 2018-08-14 High hydraulic pressure shield launching portal horizontal grouting and static breaking construction method CN108915706A (en)

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Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101608551A (en) * 2009-06-15 2009-12-23 广东华隧建设股份有限公司 The job practices of a kind of shield machine closed origin and arrival
CN102011596A (en) * 2010-11-29 2011-04-13 中铁三局集团有限公司 Shield originating or receiving end tunnel portal maintenance process
CN204000836U (en) * 2014-03-27 2014-12-10 南昌轨道交通集团有限公司 A kind of structure for the ground stabilization of shield end well surrounding building
CN105134221A (en) * 2015-09-02 2015-12-09 江苏安能钻掘设备科技有限公司 Cannon-free mechanical tunneling technology for hard rock
CN105736000A (en) * 2016-03-08 2016-07-06 北京住总集团有限责任公司 Construction method for detaching shield forming tunnel zero ring duct pieces through static blasting

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101608551A (en) * 2009-06-15 2009-12-23 广东华隧建设股份有限公司 The job practices of a kind of shield machine closed origin and arrival
CN102011596A (en) * 2010-11-29 2011-04-13 中铁三局集团有限公司 Shield originating or receiving end tunnel portal maintenance process
CN204000836U (en) * 2014-03-27 2014-12-10 南昌轨道交通集团有限公司 A kind of structure for the ground stabilization of shield end well surrounding building
CN105134221A (en) * 2015-09-02 2015-12-09 江苏安能钻掘设备科技有限公司 Cannon-free mechanical tunneling technology for hard rock
CN105736000A (en) * 2016-03-08 2016-07-06 北京住总集团有限责任公司 Construction method for detaching shield forming tunnel zero ring duct pieces through static blasting

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