CN102032844A - Method for blasting closed rock of shield tunnel in complex strata - Google Patents
Method for blasting closed rock of shield tunnel in complex strata Download PDFInfo
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- CN102032844A CN102032844A CN 201010173457 CN201010173457A CN102032844A CN 102032844 A CN102032844 A CN 102032844A CN 201010173457 CN201010173457 CN 201010173457 CN 201010173457 A CN201010173457 A CN 201010173457A CN 102032844 A CN102032844 A CN 102032844A
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Abstract
The invention discloses a method for blasting closed rock of a shield tunnel in complex strata, comprising the following steps: (1) designing and arranging holes; (2) drilling holes directly on the ground or water surface; (3) checking the holes; (4) charging explosive; and (5) blasting the closed rock. The holes are directly drilled on the ground or water surface, and the explosive explodes in the closed rock in underground shield tunnel to blast the closed rock, wherein the particle size of the blasted rock meets the boring and deslagging requirements of a slag shield tunnel boring machine so that the slag shield tunnel boring machine can bore normally, the strata around the shield tunnel can not be damaged, and the medium around the shield tunnel can be kept intact and stable. The technology ensures convenience in construction, saves time, construction period and cost, is safe, efficient and environment-friendly and can be widely used for blasting the closed rock of the shield tunnel in the complex strata.
Description
Technical field
The present invention relates to the realm of building construction, particularly relate to underground or the rock mass of compound stratum shield tunnel sealing under water, comprise explosion and crushing methods such as basement rock, boulder, interlayer.
Background technology
In underground or compound stratum shield tunnel project construction under water, in the excavated section scope and on the excavation bearing of trend, form by two or more Different Strata, and features such as these formation rock soil mechanics, engineering geology and hydrogeology differ greatly, selection and construction parameter influence thereof to various worker's methods are bigger, may cause the engineering harm stack.
In underground and compound stratum shield tunnel project construction under water; usually can run into rock mass (the no free face of sealing; only face weak medium face; be called " facing plane of weakness ") as basement rock, boulder, interlayer; make shield machine normally to tunnel; seriously delayed the construction period, and handle very risky, processing cost is very high.
At present, traditional treating method 1:
Adopt shield machine grind by force into → soil layer slip casting handles → opens a position replacing cutter → mill and advance → the soil layer slip casting replacing cutter that handle → opens a position once more once more, so circulation is tunneled, as runs into boulder, then needs first slip casting sclerosis soil layer, fixedly boulder could advance with shield machine circulation mill.
This method drivage efficiency in this class stratum is low, and knife disc tool damages, serious wear, easily produces swaging clamp, oblique cutter, falls cutter, cutter eccentric wear etc., and the tunnel axis deflection may appear, the speed that deals with is slow, has a strong impact on construction speed, and the cost cost is very high.
Treating method 2:
Adopt the punching stake, enclose cover construction after, adopt the punching stake to impact rock crushing, until absolute altitude position, tunnel, the stake of backfill hole restores to the original state.
Adopt the punching stake to impact rock mass, long construction period, occupied ground is big, noise, vibrations very big, environmental pollution is serious, cost cost height, and the punching dead angle can occur, the part rock mass can't the bulk boulder can occur after the impact towards broken, rock mass particle diameter after the impact grinding does not reach the requirement of shield machine slag notch, and effect is relatively poor.
Treating method 3:
Adopt artificial digging pile, dig, broken or mechanical, hand breaking, the stake of backfill hole again with conventional blasting method to rock mass absolute altitude position.
Adopt this way, long construction period, the expense height, the workmen is in underground work, security risk is very big, occurs easily caving in, the poisoning situation, and environmental pollution is serious, as runs into quicksand, mud or rich groundwater, pore-forming difficulty then, even can't pore-forming, give up halfway.
Treating method 4:
Personnel enter Tu Cang and abolish, earlier from ground or the water surface to the soil body tuck inside the sleeve valve pipe grouting and reinforcing and the pre-grouting hole by shield machine, inject slurries to excavation face stratum the soil body reinforced.
The back personnel that open a position enter the excavation face, carry out machinery or manually abolish.This work is for staff and engineering project danger close all, and the avalanche of excavation face may make workmen's injures and deaths, also may cause tunnel top ground or the excessive sedimentation of cover layer under water.
Above processing method is huge, the constructional difficulties of construction cost not only, and in addition, the duration of processing is very long, the duration loss of engineering is very big, and potential safety hazard is a lot, occurs security incident easily, and contaminated environment, construction noise are big, the degree that disturbs residents is big, thereby are difficult to meet construction requirement.
Summary of the invention
In order to overcome the deficiencies in the prior art, the invention provides a kind of easy construction, save time, the duration, cost, guarantee the compound stratum shield tunnel sealing rock crushing new technology of safety, efficient, environmental protection.
The present invention solves the problems of the technologies described above the technical scheme that is adopted:
Compound stratum shield tunnel sealing rock blasting method, this method step is as follows:
(1): design, cloth hole: according to the geological prospecting situation that provides, design boring pitch-row, array pitch and hole depth adopt rectangle or quincunx cloth hole;
(2): directly on ground or water surface boring: adopt geological drilling rig, jumbolter or down-the-hole drill from ground or water surface boring, in the hole, be placed with PVC or other hard sleeve guard aperture behind the pore-forming, the sleeve pipe lower end seals with plug, stops up with plastic sheeting or snakeskin cloth earlier before the powder charge of upper end;
(3): verify: getting the sleeve pipe identical with the blasting charge diameter, is outward a long rope, stretches in the sleeve pipe of step 2, with the whether unimpeded hole depth that reaches of inspection hole;
(4): blasting charge: according to the thickness difference of shield tunnel sealing rock mass, in check good PVC sleeve pipe or other hard sleeve, the form that continuous charging or decking are made explosion cartridge bag tube is carried out in lower end plug shutoff;
(5): explosion: thickness difference and shield machine according to shield tunnel sealing rock mass are slagged tap
Particle diameter requires, shotfiring safety shakes fast requirement, adopts single hop or segmentation millisecond detonating.
The invention has the beneficial effects as follows: the present invention is by directly on ground or water surface drilling construction, explode in the sealing rock mass of explosive in underground shield tunnel, fragmented rock body, particle diameter after the fragmentation reaches the requirement that the shield machine driving is slagged tap, shield machine can normally be tunneled, and DRIFT AND SEPARATION-PILE do not damaged, guarantee the integrality and the stability of peripheral medium.This technology easy construction, save time, the duration, cost, guarantee safety, efficient, environmental protection, thereby can be widely used on the crushing operation of shield tunnel sealing rock mass in the compound stratum.
The specific embodiment
Compound stratum shield tunnel sealing rock blasting new technology, its method step is as follows:
(1): design, cloth hole: according to the geological prospecting situation that provides, design boring pitch-row, array pitch and hole depth adopt rectangle or quincunx cloth hole;
At first choose the thin zone of rock mass edge or rock mass and carry out the explosion of cloth hole, soil layer forms cavity around elder generation's burst region extruding, for quick-fried zone, back provides the scope of freedom, and then reach thicker zone drillhole blasting successively, can adopt rectangle or quincunx cloth hole to the rock mass central area.As boulder hour, disposable boring finishes and concentrates explosion; Boulder can begin drillhole blasting in batches when big from the boulder edge, pitch-row, array pitch are controlled between 60～150cm, pitch-row, array pitch and pattern can be according to examination quick-fried and early stage demolition effect progressively make adjustment, to reach best crushing effect.
(2): directly on ground or water surface boring: adopt geological drilling rig, jumbolter or down-the-hole drill from ground or water surface boring, in the hole, be placed with PVC or other hard sleeve guard aperture behind the pore-forming, the sleeve pipe lower end seals with plug, stops up with plastic sheeting or snakeskin cloth earlier before the powder charge of upper end;
The sealing rock mass of this requirement of engineering explosion treatment, it comprises basement rock, boulder, interlayer, is positioned at the face of land or darker position below the water surface, therefore adopts geological drilling rig, jumbolter or down-the-hole drill to hole, water surface boring then need be equipped with boring ship or platform.Because soil layer, layer of sand are contained in the interval stratum that needs to handle, and generally not powder charge at once behind the pore-forming, cause the hole of collapsing easily, therefore bore diameter adopts 90～110cm usually, hole to designed elevation, put into PVC sleeve pipe or other hard sleeve of diameter 90～110cm, and can be according to the diameter of Test in Situ situation and thickness adjustment boring and sleeve pipe.The sleeve pipe lower end must seal with plug, prevents that mud from infiltrating, and stops up with plastic sheeting or snakeskin cloth earlier before the powder charge of upper end, prevents that foreign matter from falling into or mud pours into.
After getting into boulder, interlayer at every turn, the absolute altitude of detail record boulder, interlayer face is also numbered the big gun hole, after drilling boulder, interlayer, record boulder, interlayer bottom absolute altitude, can determine the thickness of boulder, interlayer, get into bedrock surface and also should write down the scar absolute altitude, get into the super deep-seated postpone record of design bottom absolute altitude, the thickness of basement rock can be determined, record must be performed during boring.
(3): verify: the sleeve pipe that cut-off footpath is identical with the blasting charge diameter, in fill rubble or coarse sand, be outward a long rope, stretch in the sleeve pipe of step 2, with the whether unimpeded hole depth that reaches of inspection hole;
After boring team concentrates and bores good a collection of hole, submit detailed drilling parameter to, comprise bore diameter, pitch-row, array pitch, boulder, interlayer upper surface absolute altitude, boulder, interlayer lower surface absolute altitude, basement rock upper surface absolute altitude, basement rock bottom absolute altitude, drilling depth, check and accept by the technical staff.Get the sleeve pipe identical during examination with the blasting charge diameter, in fill rubble or coarse sand, be outward a long rope, whether reach projected depth with the whether unimpeded hole depth that reaches of inspection hole.If card is managed or do not reached projected depth, then to handle again, to reach designing requirement to the hole.
(4): blasting charge: according to the thickness difference of shield tunnel sealing rock mass, in the good PVC sleeve pipe of check or other hard sleeve (lower end plug shutoff) carry out continuous charging or decking, make the form of explosion cartridge bag tube.
Because the thickness difference of compound stratum shield tunnel sealing rock mass, if all adopt the continuous structure powder charge, then the explosive payload that rock mass is thicker is just excessive, will cause harm such as concussion of blasting increase, mud ejection, so, must restriction single hop explosive payload.Rock mass thickness hour adopts the continuous charging structure; When depth of stratum is big, adopt the decking structure, guarantee that the single hop explosive payload is no more than the scope that concussion of blasting allows; If have boulder, interlayer and basement rock to occur simultaneously simultaneously, overlapping up and down, should same separate explosion.
The blasting charge step is as follows:
1, according to boring the team drilling parameter and the situation of verifying that provide, calculated explosion cartridge bag tube length degree in advance,, made the form of explosion cartridge bag tube explosive and detonator (the lower end plug shutoff) appointed positions in pvc pipe or other hard sleeve of packing into;
2, owing in the hole water and a small amount of mud are arranged, for smooth powder charge, need explosion cartridge bag tube is carried out the counterweight anti-floating, counterweight adopts the rubble or the coarse sand of small particle diameter, and density is about 1.50g/cm
3
3, after explosion cartridge bag tube processes, at the cartridge bag tube
Two holes are bored in the barrel upper end, and with the iron wire binding, last tether rope is transferred cartridge bag then to assigned address in sleeve pipe;
According to the boring drilling parameter that provides of team and the situation of verifying, determine that the powder charging bottom degree of depth accurately measures the length sum of pvc pipe and rope then, whole cartridge bag is suspended in midair accurately on the position, error is controlled at ± 10cm within.After cartridge bag is in place, on casing wall, make lanyard it no longer mobile.
4, when explosion cartridge bag tube in place and fixing after, adopt the rubble of small particle diameter to adopt inside and outside the sleeve pipe to stop up and handle, prevent the projection of mud ejection and sleeve pipe.Underground explosion does not have slungshot and produces, and the high pressure gas that only produces after explosion is known from experience outside the extrusion of the mud in the big gun hole hole, for the mud that prevents to gush out splashes, takes the associating protection system.If implemented bursting work around this quick-fried district, then need the residual hole of explosion around it is covered with sand pocket, prevent that mud from spraying.
In order to guarantee the safety of blast working, before bursting work, put up explosion " notice to reassure the public " in main positions.Should be provided with obvious caution notice on the fence coverage border, and send the sentry post, after sending early warning signal, begin warning, in the blast warning scope, clear out a gathering place.Guarantee that on-the-spot all personnel, equipment withdraws to the safety area, by each warning point warning personnel signaling explosion group leader, the explosion group leader assigns accurate quick-fried order, confirms can detonate after the safety.
After explosion, should send blasting technique personnel and experienced dynamiter to enter the scene and carry out quick-fried back and check, really can send the releasing restricted speed signal after the dangerous situation such as no blind big gun on inspection, allow that the operating personnel enters.
The processing method that the present invention is traditional than before has following advantage:
1, saves cost, easy construction.
(1) present technique is handled compound stratum shield tunnel sealing rock mass, directly carry out drilling construction by ground (water surface), boring cost and blasting cost are very low, shield tunnel sealing rock mass is carried out explosion and crushing, rock particle diameter after fragmentation can be less than 0.3m, crushing effect is good, and broken back shield machine can directly tunnel, and is minimum to the shield machine cutter wearing and tearing.
(2) present technique is handled shield tunnel sealing rock mass, need not (under water) excavation from ground, avoid producing punching stake, the stake of manually digging hole hole, the shield machine personnel of opening a position and operational procedure such as enter, avoid occurring security incident, the earthwork and dig the situation of fortune, backfill, contaminated environment, and pipeline (communication, electric power, water supply etc.) need not to change its course and move in the face of land, water.
2, save time, the duration;
Present technique can be handled in advance according to the geological prospecting situation, as carries out advanced processing, then can not influence total duration, just disposes before shield machine arrives.As advanced processing not, present technique directly by ground (water surface) drilling construction, can drop into drilling machine according to the place in a large number, can carry out the underground explosion construction after boring is finished, and penetration rate is fast, and the duration is short, and the used duration is 1/5th of a traditional treatment method.
3, no potential safety hazard can be guaranteed construction safety
Present technique is by ground (water surface) drilling construction, carry out explosion underground, no blasting flyrock has avoided that traditional treatment method occurs eventually that the hole stake is caved in, high falling, ground landslide and conventional explosion blasting flyrock occurs, thereby guaranteed the safety of construction safety and surrounding resident.
4, environmental protection, noise is very little, and minimizing disturbs residents
Directly (water surface) construction of present technique construction from ground, occupation of land face (water surface) area is little, need not to dig haul volume, minimum to ambient influnence, the drilling construction noise is very little, because in underground explosion, noise of blasting is minimum, and the noise of conventional blasting boreholes, explosion is very big, and explosion does not have dust.
5, energy-conservation, crushing effect is good
In underground explosion, explosive charge energy 100% fully acts on, and except that explosion causes fragmentation, also has attrition crushing, secondary pulse fragmentation, and rock mass reaches abundant fragmentation, and the rock particle diameter after fragmentation can be less than 0.3m.
Claims (7)
1. the compound stratum shield tunnel seals the rock blasting method, and it is characterized in that: this method step is as follows:
(1): design, cloth hole: according to the geological prospecting situation that provides, design boring pitch-row, array pitch and hole depth adopt rectangle or quincunx cloth hole;
(2): directly on ground or water surface boring: adopt geological drilling rig, jumbolter or down-the-hole drill from ground or water surface boring, in the hole, be placed with PVC or other hard sleeve guard aperture behind the pore-forming, the sleeve pipe lower end seals with plug, stops up with plastic sheeting or snakeskin cloth earlier before the powder charge of upper end;
(3): verify: getting the sleeve pipe identical with the blasting charge diameter, is outward a long rope, stretches in the sleeve pipe of step 2, with the whether unimpeded hole depth that reaches of inspection hole;
(4): blasting charge: according to the thickness difference of shield tunnel sealing rock mass, in check good PVC sleeve pipe or other hard sleeve, the form that continuous charging or decking are made explosion cartridge bag tube is carried out in lower end plug shutoff;
(5): explosion: slagging tap according to the thickness difference of shield tunnel sealing rock mass and shield machine, particle diameter requires, shotfiring safety shakes fast requirement, adopts single hop or segmentation millisecond detonating.
2. compound stratum shield tunnel sealing rock blasting method according to claim 1, it is characterized in that: the described cloth well format of step 1) is: at first choose the thin zone of rock mass edge or rock mass and carry out the explosion of cloth hole, and then, adopt rectangle or quincunx cloth hole to rock mass central area and thicker zone drillhole blasting successively.
3. compound stratum shield tunnel sealing rock blasting method according to claim 1, it is characterized in that: the described cloth of step 1) hole pitch-row, array pitch are controlled between 60～150cm.
4. compound stratum shield tunnel according to claim 1 sealing rock blasting method is characterized in that: step 2) described bore diameter is 90～110cm.
5. compound stratum shield tunnel according to claim 1 sealing rock blasting method is characterized in that: step 2) described sleeve pipe is PVC sleeve pipe or other hard sleeve of diameter 90～110cm.
6. shield tunnel according to claim 1 sealing rock blasting new technology is characterized in that: the described sleeve pipe of step 3) is identical with the blasting charge diameter pvc pipe or other hard sleeve.
7. compound stratum shield tunnel sealing rock blasting method according to claim 1, it is characterized in that: the blasting charge step of step 4) is as follows:
1., according to boring the team drilling parameter and the situation of verifying that provide, calculated explosion cartridge bag tube length degree in advance, appointed positions is made the form of explosion cartridge bag tube in the pvc pipe that explosive and detonator are packed into or other stereoplasm tube;
2., explosion cartridge bag tube is carried out the counterweight anti-floating, counterweight adopts the rubble or the coarse sand of small particle diameter, and density is about 1.50g/cm
3
3., after explosion cartridge bag tube processes, bore two holes, with the iron wire binding, last tether rope is transferred the cartridge bag tube then in the guard aperture sleeve pipe in the barrel upper end of cartridge bag tube;
4., when the cartridge bag tube in place and fixing after, adopt the rubble of small particle diameter or coarse sand to adopt inside and outside the guard aperture sleeve pipe to stop up and handle.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010101734574A CN102032844B (en) | 2009-11-17 | 2010-04-29 | Method for blasting closed rock of shield tunnel in complex strata |
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| CN200910193980.0 | 2009-11-17 | ||
| CN200910193980A CN101713624A (en) | 2009-11-17 | 2009-11-17 | Explosion and crushing method for underground concealed rock ground drilling |
| CN2010101734574A CN102032844B (en) | 2009-11-17 | 2010-04-29 | Method for blasting closed rock of shield tunnel in complex strata |
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| CN102032844A true CN102032844A (en) | 2011-04-27 |
| CN102032844B CN102032844B (en) | 2012-04-04 |
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| CN200910193980A Pending CN101713624A (en) | 2009-11-17 | 2009-11-17 | Explosion and crushing method for underground concealed rock ground drilling |
| CN2010101734574A Active CN102032844B (en) | 2009-11-17 | 2010-04-29 | Method for blasting closed rock of shield tunnel in complex strata |
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| CN106288989B (en) * | 2016-09-14 | 2018-06-26 | 中国地质大学（武汉） | A kind of blasting hole with water powder charge and obstruction method |
| CN106382120A (en) * | 2016-09-14 | 2017-02-08 | 中石化石油工程技术服务有限公司 | Detonating tunneling pipe-jacking construction method |
| CN106288989A (en) * | 2016-09-14 | 2017-01-04 | 中国地质大学（武汉） | A kind of blasting hole with water powder charge and obstruction method |
| CN109252868A (en) * | 2018-10-23 | 2019-01-22 | 中铁十二局集团有限公司 | Hard-soft heterogeneous ground shield-tunneling construction boulder and basement rock protrusion processing method |
| CN110259468A (en) * | 2019-05-31 | 2019-09-20 | 江苏锐成机械有限公司 | Driving engineering method of the shield machine in full ground consisting of hard rock |
| CN110469333A (en) * | 2019-09-03 | 2019-11-19 | 重庆城建控股(集团)有限责任公司 | The driving method of small bore rocky tunnel |
| CN111043925A (en) * | 2019-12-12 | 2020-04-21 | 北京中大爆破工程有限公司 | Goaf blasting method |
| CN111043925B (en) * | 2019-12-12 | 2022-04-01 | 北京中大爆破工程有限公司 | Goaf blasting method |
| CN112819200A (en) * | 2020-12-31 | 2021-05-18 | 沧州市公路工程监理中心 | Safety prediction method for stratum boulder pair overlying independent foundation in shield machine construction |
| CN112819200B (en) * | 2020-12-31 | 2023-06-02 | 沧州交发工程项目管理有限责任公司 | Safety prediction method for independent overlying foundation of stratum boulder in shield tunneling machine construction |
| CN113107498A (en) * | 2021-04-20 | 2021-07-13 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for tunnel passing through partially invaded rock stratum by shield method |
| CN113107498B (en) * | 2021-04-20 | 2024-03-08 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for shield tunnel to penetrate through local invasive rock stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101713624A (en) | 2010-05-26 |
| CN102032844B (en) | 2012-04-04 |
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