CN102183184A - Blast method for realizing vibration attenuation and protection of early-age concrete lining during tunnel construction - Google Patents
Blast method for realizing vibration attenuation and protection of early-age concrete lining during tunnel construction Download PDFInfo
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- CN102183184A CN102183184A CN2011100605462A CN201110060546A CN102183184A CN 102183184 A CN102183184 A CN 102183184A CN 2011100605462 A CN2011100605462 A CN 2011100605462A CN 201110060546 A CN201110060546 A CN 201110060546A CN 102183184 A CN102183184 A CN 102183184A
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- 238000005422 blasting Methods 0.000 claims abstract description 38
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Abstract
The invention relates to a vibration attenuation and protection technology for blasting and digging of tunnels and aims at providing a blast method for realizing vibration attenuation and protection of early-age concrete lining during tunnel construction. The method comprises the following steps of: determining a safety vibration speed of the early-age concrete lining according to the most unfavorable value in combination with the age of the concrete, an explosion center distance and a rock geological condition; forming explosion holes; forming vibration attenuation holes; calculating a mass point vibration speed of the protected early-age concrete lining during explosion, and determining an allowable maximum explosive load under the condition that the mass point vibration speed is smaller than the safety vibration speed of the early-age concrete lining; and filling explosive and performing explosion. By adoption of the method, during tunnel explosion and construction, vibration harm of explosion to the early-age concrete lining can be reduced effectively when a distance between an explosion point in front of a tunnel and the poured concrete lining is closer due to an engineering progress requirement or because working surfaces are crossed; therefore, the tunneling efficiency is improved and the engineering can be constructed safely and successfully.
Description
Technical field
The present invention relates to the vibration damping guard technology of tunnel blasting excavation, particularly in constructing tunnel, realize the blasting method of early-age concrete lining cutting vibration damping protection.
Background technology
Explosion is the important construction means of industry such as building, water conservancy, traffic, mine, is widely used in fields such as earthwork evacuation, tunnel piercing, side slope regulation, demolishing buildings, explosion fill.In the engineering construction process, because working face intersects or schedule requirement may make concreting and Blasting Excavation carry out synchronously, at this moment, Tunnel Blasting construction working face is very near with the concrete lining distance of newly building.Usually, concrete strength height, the lining cutting in the full length of time have the ability of stronger opposing blasting vibration.But early-age concrete intensity is low, and the blasting vibration in the tunnel can make cement mortar and aggregate cracking, even forms the connectivity crack, influences late strength of concrete and increases, infringement concrete lining quality.When early-age concrete anti-burst scarce capacity or blasting vibration are strong, must take measures to reduce the adverse effect of blasting vibration to it.Traditional Pre-splitting Blasting Technique adopts not coupling charging on the outline line of explosion rock mass, and prior to other hole firings, forms perfoliate fracture surface together, to alleviate the vibration damage to non-blast area.Presplit blasting can reduce explosion to a certain extent to tunnel Dong Bi vibration in the radial direction, but reduces then more limited to the vibration on the tunnel axis direction.Adopt decking and rational elementary errors time can reduce blasting vibration, but the effectiveness in vibration suppression that this technology can realize has certain limit, when protected young concrete lining cutting was very near from quick-fried source, blasting vibration still can cause damage to lining cutting.In addition,, then can delay the driving progress, increase the explosion number of times, reduce construction efficiency if adopt bench excavation or pilot drive to reduce blasting scale, to reduce blasting vibration.In a word, traditional buffer blasting technology is being applied to still there is remarkable deficiency aspect tunnel young concrete lining cutting protection, demands developing new, more effective comprehensive reducing method of slight urgently.
Summary of the invention
The technical problem to be solved in the present invention is, overcome deficiency of the prior art, a kind of blasting method that realizes the protection of early-age concrete lining cutting vibration damping in constructing tunnel is provided, to reduce the adverse effect of blasting vibration the early-age concrete lining cutting, guarantee construction safety, efficiency of construction is provided.
Be the technical solution problem, the present invention realizes by following steps:
(1), determines the safe vibration velocity v of early-age concrete lining cutting according to the least favorable value in conjunction with the concrete length of time, quick-fried heart distance and rock geology situation;
The early-age concrete safety vibration velocity that the early-age concrete safety vibration velocity method of calculatinging that proposes according to Frank J.Lucca and China's " shotfiring safety rules " stipulate in (GB6722-2003), in conjunction with situations such as the concrete length of time, quick-fried heart distance and rock geologies, with the safe vibration velocity of least favorable value as the early-age concrete lining cutting.
(2) blast hole is arranged: the blast hole at the tunnel piercing face can be divided into keyhole, via hole and periphery hole, by from inside to outside by be disposed in order keyhole, via hole and periphery hole, pitch-row is 40～70cm; The quantity of blast hole is determined according to the tunnel cross-section size.
(3) the vibration damping hole is arranged: with the tunnel axis direction longitudinal damping hole that is arranged in parallel, arrange radially vibration damping hole with the tunnel axis normal, radially the vibration damping hole is vertically squeezed in the wall of hole, tunnel; The vibration damping hole is divided into longitudinal damping hole and vibration damping hole radially.The longitudinal damping hole can form a vibration interference fringe, and the seismic wave that explosion produces runs into interference fringe refraction and reflection take place, to reach the effect of vibration damping.Radially the vibration damping hole can make from quick-fried source biography and decay to concrete-lined detonation stresses ripple, reduces the influence of blasting vibration.
(4) calculate the blast charging amount: protected early-age concrete lining cutting Particle Vibration Velocity during according to following parameter and formula calculating explosion; and be principle with this Particle Vibration Velocity less than the safe vibration velocity of early-age concrete lining cutting, determine the explosion battering charge W that allows:
Explosion battering charge: W=D
3(v/K)
3/x)
Explosion battering charge W '=D after the uprighting of calculating vibration damping
3(v/KK ')
3/x)
Wherein: D is the distance of center, blast area to protected early-age concrete lining cutting, the m of unit; V is the safe vibration velocity of early-age concrete lining cutting, the cm/s of unit; K '=0.25～1.0 is the correction factors in vibration damping hole; W is the explosion battering charge, units; K, α are and site condition, the relevant constant of lithologic character;
(5) explosion is implemented in filling explosion medication.
Among the present invention, the quantity of described blast hole is determined according to the tunnel cross-section size.
Among the present invention, the pitch-row in described longitudinal damping hole is 1/2 of a periphery hole spacing, hole depth rate periphery hole depth 20cm.
Among the present invention, according to the vibration damping amplitude requirement, described radially vibration damping hole is at least double layout, first array pitch casting concrete 1m～2m wherein, and second row's vibration damping pitch-row is from first row's vibration damping hole 0.25m.
Among the present invention, also comprise and take following in the safeguard procedures of slungshot any one: (1) adopts little big gun hole to disperse charge constitution; (2) adopt stemming to carry out the big gun hole plug, stemming length is got 1 times of minimum burden; (3) adopt the cover layer protection on young concrete lining cutting surface.
With respect to prior art, the invention has the beneficial effects as follows:
In the Tunnel Blasting tunneling construction, when project progress requires or working face intersects when causing tunnel the place ahead blow-up point with casting concrete lining cutting close together, can subdue the hazard of vibration of explosion effectively to the early-age concrete lining cutting, improve tunnel piercing efficient, guarantee the engineering safety smooth construction.
Description of drawings
Fig. 1 is Tunnel Blasting driving and concrete lining sectional drawing.
Fig. 2 is the vibration damping means of defence flow chart of tunnel early-age concrete lining cutting.
Fig. 3 is Tunnel Blasting when driving pilot tunnel excavation section big gun hole layout drawing.
Full face tunneling section big gun hole layout drawing when Fig. 4 is the Tunnel Blasting driving.
Fig. 5 is radially vibration damping hole and slungshot protection coverage layout drawing.
Fig. 6 is the tunnel cross-section layout drawing of case history.
Fig. 7 is concrete-lined particle vibration velocity figure in the case history.
Reference numeral is among the figure: 1 rock mass for needing Blasting Excavation to fall in the tunnel, and 2 have excavated the pilot tunnel of formation for the tunnel, and 3 are the Blasting Excavation point in the tunnel piercing, and 4 is newly to build the concrete lining of finishing in the tunnel; 5 is keyhole, and 6 is via hole, and 7 is periphery hole; 8 is vertical shock relieve vent, and 9 are shock relieve vent radially, and 10 are the lining cutting protective materials.
The specific embodiment
As shown in Figure 1, because of engineering has scheduling, therefore Blasting Excavation point 3 need take the damping safeguard procedures apart from early-age concrete lining cutting 4 close together.General technical route of the present invention as shown in Figure 2, the concrete grammar step is as follows.
1. determine lining cutting safety vibration velocity.The safe vibration velocity of Frank J.Lucca proposition early-age concrete lining cutting (unit: cm/s) can determine with following formula:
V=22.9 * DF length of time is 1～3 day
V=30.5 * DF length of time is 3～7 days
V=38.1 * DF length of time is 7～28 days
Wherein DF is a distance factor, DF=1 when blow-up point is 0～15m apart from the concrete distance, and when distance is 15～46m, DF=0.8.
China's " shotfiring safety rules " is middle regulation (GB6722-2003), be that 0～3 day early-age concrete safety vibration velocity is 2.0～3.0cm/s the length of time, be that 3～7 days concrete safety vibration velocity is 3.0～7.0cm/s the length of time, and the concrete safety vibration velocity in 7～28 day length of time is 7.0～12.0cm/s.
The safe vibration velocity of early-age concrete lining cutting calculates respectively according to above two kinds of methods, and gets the least favorable value of the two.
2. blast hole arranges that blast hole mainly comprises keyhole 5, via hole 6 and periphery hole 7 shown in Fig. 3～5.
(1) arranges keyhole 5.Keyhole adopts the form of shear.
(2) evenly arrange via hole 6 according to geological condition and section size.
3. the vibration damping hole is arranged shown in Fig. 3～5.
(3) arrange periphery hole 7 and longitudinal damping hole 8 simultaneously.Longitudinal damping hole 8 is parallel with hole axis, and pitch-row is 1/2 periphery hole spacing, and explosion is after the hole charge explosion, and the hole depth rate periphery is 20cm deeply.The longitudinal damping hole can form a vibration interference fringe, and the seismic wave that explosion produces runs into interference fringe refraction and reflection take place, and has reached the effect of vibration damping.
(4) arrange radially vibration damping hole 9.As Fig. 5, radially vibration damping hole 9 is vertical with hole axis, double layout, and first round distance is casting concrete lining cutting 1.5m, and the aperture is 40mm, pitch-row 25cm, array pitch 10cm, quincuncial arrangement, hole depth 2.0m.Radially the vibration damping hole can make biography decay to the detonation stresses ripple of lining cutting, reduces the influence of blasting vibration.
4. calculate the blast charging amount.
(1) according to the concrete-lined length of time, lining cutting from the blow-up point distance and on every side the basement rock situation determine the safe vibration velocity of lining cutting in the length of time early, concrete computational methods are seen step 1.
(2) look into " shotfiring safety rules " (GB6722-2003) according to the place wall rock condition, determine blasting parameter K, α.
(3) calculate the explosion battering charge of not considering under the vibration damping hole measure situation: W=D
3(v/K)
3/x).
(4) correction factor in consideration vibration damping hole: K ' (=0.25～1.0), blast charging amount the W '=D after the uprighting of calculating vibration damping
3(v/KK ')
3/x).
5. explosion is implemented in filling explosion medication.
6. slungshot safeguard procedures
The slungshot that Tunnel Blasting produces also can damage young concrete lining cutting surface, tunnel, to the protection of slungshot to accomplish following some:
(1) loaded hole stops up.Stemming length is not less than minimum burden, and plugging material adopts viscosity loess as far as possible, limit backfill, limit tamping, and the stone that do not have in the backfill soil is with anti-jam big gun hole, crowded broken detonator or generation slungshot.
(2) guarantee to detonate by the order of keyhole, via hole and periphery hole, avoid, carry a large amount of slungshots, explosion face float stone should be removed for preventing punching because of the clipping punching by cloth hole pattern jewel hole.
(3), tunnel young concrete lining cutting is covered with protective materials 10 as Fig. 5.Especially near the lining cutting of blow-up point, adopt the coverings of multilayer straw bag, chaste tree basketry, cystosepiment or iron plate, lining cutting damages to newly-laid concrete to prevent slungshot.
The invention will be further described below in conjunction with case history.
As shown in Figure 6, footpath, hole, tunnel 6.5m, pioneer bore 2 has tunneled to pile No. 14+503, need expand group's bursting work from pile No. 14+503 to pile No. 14+511.C20 concrete lining thickness 50cm has constructed to pile No. 14+516, and be 7 days the length of time, so blow-up point is 5m apart from the young concrete distance.11 for the measuring point of lining cutting place vibration velocity.
Because concrete lining is shorter the length of time, do not reach the design strength value, and concrete lining and Blasting Excavation face are very near, so attenuation of seismic waves can there be considerable influence to the young concrete lining cutting, this explosion vibration damping to engineering has proposed higher requirement.Implementation step of the present invention is as follows:
1. determine the maximum velocity of lining cutting.In this case history, be 7 days the concrete-lined length of time, blow-up point is apart from lining cutting 5m only, computational methods according to Frank J.Lucca proposition, v=30.5 * 1=30.5cm/s, according to " shotfiring safety rules " regulation (GB6722-2003), be that 7 days concrete safe vibration velocity is 7cm/s the length of time.Consider the basement rock fragmentation of explosion place, geological condition is relatively poor, and getting concrete-lined safe vibration velocity is 7cm/s.
2. blast hole is arranged.
Blast hole is disposed in order according to keyhole, via hole and periphery hole, and blast hole adopts different arrangements for different excavation hole sections:
(1) to excavating the pilot tunnel section:
As Fig. 3, excavated the about 3.5m of pilot tunnel diameter, still needing enlarges each 1.5m of four limits, intend arranging two row's via holes 6 for this reason, one row's periphery hole 7, array pitch 50cm is about pitch-row 50cm, first artillery salvo hole depth 80cm, adjust dress 2# ammonium nitrate in the via hole, every hole powder charge 0.225kg later on according to the explosion situation, the quick-fried small medicine coil of dress light in the periphery hole, every hole powder charge 0.15kg.
(2) full face tunneling section:
As Fig. 4, after excavating pilot tunnel section construction end, the lining cutting of blasting work identity distance also has only 13m, intends taking full face tunneling.Tunnel full face tunneling parameter is as follows: totally 5 of keyholes 5, hole depth 1.7m, every hole dress 2# ammonium nitrate 0.75kg; Totally 86 of via holes 6, dark 1.5m, every hole dress 2# ammonium nitrate 0.5～0.6kg; Totally 47 of periphery holes 7, dark 1.5m, pitch-row 50cm, every hole explosive payload is 0.25kg.
3. shock relieve vent is arranged
(3) as Fig. 3 and Fig. 4, the longitudinal damping hole 8 in the vibration damping hole arranges simultaneously that with periphery hole 7 pitch-row is 1/2 periphery hole spacing, and hole depth rate periphery hole depth 20cm is 1.7m, not powder charge.
(4), arrange radially vibration damping hole 9 at last as Fig. 5.The double layout in vibration damping hole radially, first round is apart from casting concrete 1.5m, and the aperture is 40mm, pitch-row 25cm, array pitch 10cm, quincuncial arrangement, hole depth 2.0m.
4. determine once neat quick-fried maximum dosage.Taking of once neat quick-fried maximum dosage parameter according to standard, computing formula and in conjunction with six mark tunnel actual conditions:
(1) according to the concrete-lined length of time, lining cutting from the blow-up point distance and on every side the basement rock situation determine the maximum safe vibration velocity of lining cutting, calculate in this engineering safe vibration velocity be 7cm/s.
(2) look into standard according to site condition, time-delay characteristics and determine explosion dependent constant K, α.In this engineering, K=150, α=1.5.
(3) calculate the onepull battering charge of not considering under the vibration reducing measure: W=D
3(v/K)
3/x)=0.272kg
(4) correction factor in consideration vibration damping hole: K ' (=0.25～1.0).Revise back blast charging amount W '=D
3(v/KK ')
3/x)=1.089kg.
5. to the protection of slungshot.
This engineering explosion point has only 5m apart from young concrete lining cutting distance, and the slungshot that explosion produces is not if not doing the protection meeting does great damage to young concrete lining cutting surface, this engineering to the protection of slungshot mainly contain following some:
(1) obstruction of reinforcement loaded hole.Each blast hole stemming length is more than 20cm, and the big gun hole plug length in tunnel young concrete lining cutting 10m is not less than 40cm.Plugging material adopts viscosity loess, limit backfill, limit tamping, and guarantee there is not stone in the backfill soil.
(2) guarantee to detonate by the order of keyhole, via hole and periphery hole the float stone of cleaning face before explosion by cloth hole pattern jewel hole.
(3) as Fig. 6, the tunnel young concrete lining cutting near blow-up point is covered with two-layer straw bag and one deck chaste tree basketry 10, protection lining cutting surface is not destroyed by slungshot.
After adopting said system explosion vibration damping and safeguard procedures, the about 4～5cm/s of peak value vibration velocity that in concrete lining, surveys, less than design load 7cm/s, blasting vibration waveform such as Fig. 7.The young concrete lining cutting is in good condition, does not have obvious crack, does not also have the breakage that slungshot causes, and system's vibration damping and safeguard procedures that engineering is taked are scientific and reasonable, have obtained good effect.
Claims (5)
1. in constructing tunnel, realize the blasting method of early-age concrete lining cutting vibration damping protection, may further comprise the steps:
(1), determines the safe vibration velocity v of early-age concrete lining cutting according to the least favorable value in conjunction with the concrete length of time, quick-fried heart distance and rock geology situation;
(2) blast hole is arranged: the tunnel piercing face by from inside to outside by be disposed in order keyhole, via hole and periphery hole, pitch-row is 40～70cm;
(3) the vibration damping hole is arranged: with the tunnel axis direction longitudinal damping hole that is arranged in parallel, arrange radially vibration damping hole with the tunnel axis normal, radially the vibration damping hole is vertically squeezed in the wall of hole, tunnel;
(4) calculate the blast charging amount: protected early-age concrete lining cutting Particle Vibration Velocity during according to following parameter and formula calculating explosion; and be principle with this Particle Vibration Velocity less than the safe vibration velocity of early-age concrete lining cutting, determine the explosion battering charge W that allows:
Explosion battering charge: W=D
3(v/K)
3/x)
Explosion battering charge W '=D after the uprighting of calculating vibration damping
3(v/KK ')
3/x)
Wherein: D is the distance of center, blast area to protected early-age concrete lining cutting, the m of unit; V is the safe vibration velocity of early-age concrete lining cutting, the cm/s of unit; K '=0.25～1.0 is the correction factors in vibration damping hole; W is the explosion battering charge, units; K, α are and site condition, the relevant constant of lithologic character;
(5) explosion is implemented in filling explosion medication.
2. blasting method according to claim 1 is characterized in that, the quantity of described blast hole is determined according to the tunnel cross-section size.
3. blasting method according to claim 1 is characterized in that, the pitch-row in described longitudinal damping hole is 1/2 of a periphery hole spacing, hole depth rate periphery hole depth 20cm.
4. blasting method according to claim 1 is characterized in that, according to the vibration damping amplitude requirement, described radially vibration damping hole is at least double layout, first array pitch casting concrete 1m～2m wherein, and second row's vibration damping pitch-row is from first row's vibration damping hole 0.25m.
5. blasting method according to claim 1 is characterized in that, also comprises taking following in the safeguard procedures of slungshot any one: (1) adopts little big gun hole to disperse charge constitution; (2) adopt stemming to carry out the big gun hole plug, stemming length is got 1 times of minimum burden; (3) adopt the cover layer protection on young concrete lining cutting surface.
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102506622A (en) * | 2011-11-02 | 2012-06-20 | 中铁隧道集团有限公司 | Full-face blasting vibration control construction method for tunnel electronic millisecond electric detonator |
| CN102519328A (en) * | 2011-12-30 | 2012-06-27 | 中国矿业大学(北京) | Stone drift driving method adopting technologies of water cutting and cut blasting |
| CN102927867A (en) * | 2012-11-16 | 2013-02-13 | 中国矿业大学(北京) | Vibration absorbing method for cut presplitting blasting |
| CN103175451A (en) * | 2013-03-13 | 2013-06-26 | 中国建筑土木建设有限公司 | Construction method for controlling blasting through tunnel damping hole |
| CN103234404A (en) * | 2013-05-03 | 2013-08-07 | 贵州新联爆破工程集团有限公司 | Blasting vibration control method |
| CN103308399A (en) * | 2013-05-29 | 2013-09-18 | 中国水电顾问集团华东勘测设计研究院 | Suitability evaluation test method of different support systems under effect of impact load |
| CN103925990A (en) * | 2014-04-28 | 2014-07-16 | 华侨大学 | Fine blast vibration time-history predicting method |
| CN104895574A (en) * | 2015-05-06 | 2015-09-09 | 重庆工程职业技术学院 | Construction method for controlling large cross section tunnel blasting vibration velocity |
| CN105157491A (en) * | 2015-08-07 | 2015-12-16 | 杨龙龙 | Blasting method for forming dome through tunnel large section |
| CN108050902A (en) * | 2018-01-12 | 2018-05-18 | 中铁上海工程局集团有限公司 | A kind of tunnel blasting excavation method |
| CN113091541A (en) * | 2021-04-14 | 2021-07-09 | 中铁六局集团太原铁路建设有限公司 | Low-vibration blasting diaphragm wall demolition construction method |
| CN114877763A (en) * | 2022-05-08 | 2022-08-09 | 中国建设基础设施有限公司 | Blasting method for hard rock stratum forming tunnel connection channel |
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| CN102506622A (en) * | 2011-11-02 | 2012-06-20 | 中铁隧道集团有限公司 | Full-face blasting vibration control construction method for tunnel electronic millisecond electric detonator |
| CN102506622B (en) * | 2011-11-02 | 2014-11-26 | 中铁隧道集团有限公司 | Full-face blasting vibration control construction method for tunnel electronic millisecond electric detonator |
| CN102519328A (en) * | 2011-12-30 | 2012-06-27 | 中国矿业大学(北京) | Stone drift driving method adopting technologies of water cutting and cut blasting |
| CN102519328B (en) * | 2011-12-30 | 2013-05-22 | 中国矿业大学(北京) | Stone drift driving method adopting technologies of water cutting and cut blasting |
| CN102927867B (en) * | 2012-11-16 | 2014-11-05 | 中国矿业大学(北京) | Vibration absorbing method for cut presplitting blasting |
| CN102927867A (en) * | 2012-11-16 | 2013-02-13 | 中国矿业大学(北京) | Vibration absorbing method for cut presplitting blasting |
| CN103175451A (en) * | 2013-03-13 | 2013-06-26 | 中国建筑土木建设有限公司 | Construction method for controlling blasting through tunnel damping hole |
| CN103175451B (en) * | 2013-03-13 | 2015-08-05 | 中国建筑土木建设有限公司 | Construction method for controlling blasting through tunnel damping hole |
| CN103234404A (en) * | 2013-05-03 | 2013-08-07 | 贵州新联爆破工程集团有限公司 | Blasting vibration control method |
| CN103308399A (en) * | 2013-05-29 | 2013-09-18 | 中国水电顾问集团华东勘测设计研究院 | Suitability evaluation test method of different support systems under effect of impact load |
| CN103925990A (en) * | 2014-04-28 | 2014-07-16 | 华侨大学 | Fine blast vibration time-history predicting method |
| CN104895574A (en) * | 2015-05-06 | 2015-09-09 | 重庆工程职业技术学院 | Construction method for controlling large cross section tunnel blasting vibration velocity |
| CN105157491A (en) * | 2015-08-07 | 2015-12-16 | 杨龙龙 | Blasting method for forming dome through tunnel large section |
| CN108050902A (en) * | 2018-01-12 | 2018-05-18 | 中铁上海工程局集团有限公司 | A kind of tunnel blasting excavation method |
| CN113091541A (en) * | 2021-04-14 | 2021-07-09 | 中铁六局集团太原铁路建设有限公司 | Low-vibration blasting diaphragm wall demolition construction method |
| CN114877763A (en) * | 2022-05-08 | 2022-08-09 | 中国建设基础设施有限公司 | Blasting method for hard rock stratum forming tunnel connection channel |
| CN114877763B (en) * | 2022-05-08 | 2023-08-25 | 中国建设基础设施有限公司 | Blasting method for hard rock stratum forming tunnel connecting channel |
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