CN101560882A - Digging method for preventing strong or strong rock burst on active face - Google Patents
Digging method for preventing strong or strong rock burst on active face Download PDFInfo
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- CN101560882A CN101560882A CNA2009100983914A CN200910098391A CN101560882A CN 101560882 A CN101560882 A CN 101560882A CN A2009100983914 A CNA2009100983914 A CN A2009100983914A CN 200910098391 A CN200910098391 A CN 200910098391A CN 101560882 A CN101560882 A CN 101560882A
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Abstract
The invention relates to a digging method for preventing a strong or strong rock burst on an active face. The technical problem to be solved is to provide an active face strong or strong rock burst prevention digging method capable of effectively reducing the rock burst frequency on the active face and reducing the destructiveness of the rock burst. The method comprises the following specific steps: a, carrying out the shothole arrangement and charging design according to a conventional slotting proposal; b, drilling tunneling shotholes and stress-relief shotholes on the slotted active face; c, charging the tunneling shotholes in a convention mode, and charging the stress-relief shotholes in the 32 mm hole bottom within a deep buried range from 2 to 3m; d, detonating the stress-relief shotholes and the tunneling shotholes in turn; and e, tapping slag, and repeating the steps till the digging is completed. The method is mainly applied to deep buried hard rock tunnel projects for traffic, mining, water conservancy and hydraulic power, and the like.
Description
Technical field
The present invention relates to the strong or strong rock burst on active control excavation method of a kind of face.Mainly be applicable to buried hard rock tunnel engineerings such as traffic, mining, water conservancy and hydropower.
Background technology
In tectonic movement zone strongly, tend to suffer from various forms of rock bursts in the work progress of buried hard rock tunnel, wherein give construction operation personnel's personal safety and threat that plant equipment causes the most serious with strong, the strong rock burst on active that occur in face.Conventional face as shown in Figure 1 if directly tunnel explosion, is easy to take place rock burst.And the face rock burst has very strong deterrent effect to constructor's psychology, in case enter potential strong rock burst hole section, the work holdup that causes because of the fear to rock burst and construction speed are dragged and waited phenomenon of common occurrence slowly.
As if the ACTIVE CONTROL method of face rock burst is a lot, comprising: water water softening, be drilled with the stress relieving hole, stress relieving explosion or the like, practice shows that said method may not obtain gratifying effect.
Summary of the invention
The technical problem to be solved in the present invention is: at the strong rock burst hole section of objective reality, provide a kind of and can effectively reduce the face rock burst generation frequency, weaken the strong or strong rock burst on active control excavation method of face of rock burst destructiveness, to guarantee normal driving speed and the workman person personal safety in the pore-creating powder charge process.
The technical solution adopted in the present invention is: at the face rock burst control excavation method that extremely strong, strong rock burst hole section is provided under the same inventive concept respectively, technical data is slightly different,
Face strong rock burst on active control excavation method is characterized in that concrete steps comprise,
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, leave the V-type slotting on conventional face, this slotting the widest part is a 0.25-0.3 tunnel diameter doubly apart from the distance in excavation sideline, and the narrowest place of slotting is a 0.15-0.2 tunnel diameter doubly;
B, be drilled with driving shot hole and stress relieving shot hole on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, the stress relieving shot hole has four row, symmetry is distributed in the slotting both sides, distance apart from excavation sideline, two side is respectively 0.8-1.2m and 1.8-2.2m, the stress relieving shot hole all is inclined to the tunnel axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, and the hole length of described stress relieving shot hole is than the long 4-5m of digging footage L;
C, for the driving shot hole, carry out powder charge according to conventionally form, for the stress relieving shot hole, adopt the buried scope powder charge of 32mm hole bottom 2-3m;
D, successively detonate the stress relieving shot hole and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
Described slotting the widest part is 0.3 times a tunnel diameter apart from the distance in excavation sideline, and the narrowest place is 0.15 times a tunnel diameter.
Described stress relieving shot hole has 16 altogether of four lines, four row, the distance of excavating two row pitch-row sidewalls of two sides near tunnel 3 is 1m, the distance of two row pitch-row sidewalls of close tunnel 3 axis is 2m, and hole length adopts the buried scope powder charge of 32mm hole bottom 2.5m than the long 4.5m of digging footage.
The strong rock burst control of face excavation method is characterized in that concrete steps comprise,
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, leave the V-type slotting on conventional face, this slotting the widest part is a 0.25-0.3 tunnel diameter doubly apart from the distance in excavation sideline, and the narrowest place of slotting is a 0.15-0.2 tunnel diameter doubly;
B, be drilled with driving shot hole and stress relieving shot hole on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, the stress relieving shot hole has four row, symmetry is distributed in the slotting both sides, distance apart from excavation sideline, two side is respectively 0.8-1.2m and 1.8-2.2m, the stress relieving shot hole all is inclined to the tunnel axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, and the hole length of described stress relieving shot hole is than the long 2.5-3.5m of digging footage L;
C, for the driving shot hole, carry out powder charge according to conventionally form, for the stress relieving shot hole, adopt the buried scope powder charge of 32mm hole bottom 1-1.2m;
D, successively detonate the stress relieving shot hole and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
Described slotting the widest part is 0.3 times a tunnel diameter apart from the distance in excavation sideline, and the narrowest place is 0.15 times a tunnel diameter.
Described stress relieving shot hole has 16 altogether of four lines, four row, the distance of excavating two row pitch-row sidewalls of two sides near tunnel 3 is 1m, the distance of two row pitch-row sidewalls of close tunnel 3 axis is 2m, and hole length adopts the buried scope powder charge of 32mm hole bottom 1.1m than the long 3m of digging footage.
The invention has the beneficial effects as follows: the present invention tunnels explosion and stress relieving explosion on the face that has the V-type slotting, push the high stress areas of front of tunnel heading to deep (high stress areas is the power source of strong rock burst), by strengthening the anti-rock burst impact capacity that yield range laccolite thickness improves the face country rock; Before the driving explosion, carry out the stress relieving explosion, reduced the energy level and the face rock burst risk of rock mass stress concentrated area, the place ahead, thereby guaranteed the personal safety of constructor in pore-creating and powder charge process; Simultaneously, because the present invention does not fundamentally change the operating type of conventional driving explosion, therefore can ensure construction speed to greatest extent.
Description of drawings
Fig. 1 is the face structure of background technology among the present invention.
Fig. 2 is the arrangement diagram of slotting and stress relieving shot hole among the present invention.
Fig. 3 is the left view of Fig. 2.
The specific embodiment
As Fig. 2, shown in Figure 3, D is tunnel 3 diameters among the present invention, and L is a digging footage.
Embodiment 1: face strong rock burst on active control excavation method, it is characterized in that concrete steps comprise,
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, leave V-type slotting 1 on conventional face, this slotting the widest part is 0.3 times tunnel 3 diameter D apart from the distance in excavation sideline, and slotting 1 the narrowest place is 0.15 times tunnel 3 diameter D;
B, be drilled with driving shot hole and stress relieving shot hole 2 on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, stress relieving shot hole 2 has four row, totally ten six, symmetry is distributed in slotting 1 both sides, distance apart from excavation sideline, two side is respectively 1m and 2m, stress relieving shot hole 2 all is inclined to tunnel 3 axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, the long long 4.5m of chi L that tunnels in the hole of described stress relieving shot hole 2;
C, for the driving shot hole, carry out powder charge according to conventionally form, for stress relieving shot hole 2, adopt the buried scope powder charge of 32mm hole bottom 2.5m;
D, successively detonate stress relieving shot hole 2 and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
Slotting 1 explosion and driving explosion two procedures prerequisite each other in this example, after each procedure was finished, the face rock burst risk in the next process implementation process can be controlled effectively, and guarantees the personal safety of constructor in pore-creating and powder charge process.
Embodiment 2: the strong rock burst control of face excavation method, it is characterized in that concrete steps comprise,
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, leave V-type slotting 1 on conventional face, this slotting the widest part is 0.3 times tunnel 3 diameter D apart from the distance in excavation sideline, and slotting 1 the narrowest place is 0.15 times tunnel 3 diameter D;
B, be drilled with driving shot hole and stress relieving shot hole 2 on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, stress relieving shot hole 2 has four row, totally ten six, symmetry is distributed in slotting 1 both sides, distance apart from excavation sideline, two side is respectively 1m and 2m, stress relieving shot hole 2 all is inclined to tunnel 3 axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, and the hole length of described stress relieving shot hole 2 is than the long 3m of digging footage L;
C, for the driving shot hole, carry out powder charge according to conventionally form, for stress relieving shot hole 2, adopt the buried scope powder charge of 32mm hole bottom 1.1m;
D, successively detonate stress relieving shot hole 2 and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
Claims (6)
1, a kind of face strong rock burst on active control excavation method, its concrete steps comprise:
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, on conventional face, leave V-type slotting (1), this slotting the widest part is 0.25-0.3 tunnel (a 3) diameter doubly apart from the distance in excavation sideline, and the narrowest place of slotting (1) is 0.15-0.2 tunnel (a 3) diameter doubly;
B, be drilled with driving shot hole and stress relieving shot hole (2) on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, stress relieving shot hole (2) has four row, symmetry is distributed in slotting (1) both sides, distance apart from excavation sideline, two side is respectively 0.8-1.2m and 1.8-2.2m, stress relieving shot hole (2) all is inclined to tunnel (3) axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, and the hole length of described stress relieving shot hole (2) is than the long 4-5m of digging footage L;
C, for the driving shot hole, carry out powder charge according to conventionally form, for stress relieving shot hole (2), adopt the 2-3m depth bounds powder charge of bottom, 32mm hole;
D, successively detonate stress relieving shot hole (2) and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
2, face strong rock burst on active according to claim 1 control excavation method is characterized in that: described slotting (1) the widest part is 0.3 times tunnel (a 3) diameter apart from the distance in excavation sideline, and the narrowest place is 0.15 times tunnel (a 3) diameter.
3, face strong rock burst on active control excavation method according to claim 1 and 2, it is characterized in that: described stress relieving shot hole (2) has 16 altogether of four lines, four row, the distance of excavating two row pitch-row sidewalls of two side near tunnel (3) is 1m, the distance of two row pitch-row sidewalls of close tunnel (3) axis is 2m, hole length adopts the buried scope powder charge of 32mm hole bottom 2.5m than the long 4.5m of digging footage.
4, the strong rock burst of a kind of face control excavation method, its concrete steps comprise,
A, carry out according to conventional slotting scheme that shot hole is arranged and the powder charge design, on conventional face, leave V-type slotting (1), this slotting the widest part is 0.25-0.3 tunnel (a 3) diameter doubly apart from the distance in excavation sideline, and the narrowest place of slotting (1) is 0.15-0.2 tunnel (a 3) diameter doubly;
B, be drilled with driving shot hole and stress relieving shot hole (2) on the face of slotting offering, the layout of wherein tunneling avalanche shot hole in the shot hole and smooth blasting hole designs with reference to the arrangement form of routine, stress relieving shot hole (2) has four row, symmetry is distributed in slotting (1) both sides, distance apart from excavation sideline, two side is respectively 0.8-1.2m and 1.8-2.2m, stress relieving shot hole (2) all is inclined to tunnel (3) axis, the two row holes that its middle distance sidewall is nearer and the angle of tunnel axis are 15 degree, two angles that are listed as holes and tunnel axis far away apart from sidewall are 20 degree, and the hole length of described stress relieving shot hole (2) is than the long 2.5-3.5m of digging footage L;
C, for the driving shot hole, carry out powder charge according to conventionally form, for stress relieving shot hole (2), adopt the buried scope powder charge of 32mm hole bottom 1-1.2m;
D, successively detonate stress relieving shot hole (2) and the driving shot hole;
E, slag tap, and the repetitive cycling above-mentioned steps is finished until excavation.
5, the strong rock burst of face according to claim 4 control excavation method is characterized in that: described slotting (1) the widest part is 0.3 times tunnel (a 3) diameter apart from the distance in excavation sideline, and the narrowest place is 0.15 times tunnel (a 3) diameter.
6, according to claim 4 or the strong rock burst control of 5 described faces excavation method, it is characterized in that: described stress relieving shot hole (2) has 16 altogether of four lines, four row, the distance of excavating two row pitch-row sidewalls of two side near tunnel (3) is 1m, the distance of two row pitch-row sidewalls of close tunnel (3) axis is 2m, hole length adopts the 1.1m depth bounds powder charge of bottom, 32mm hole than the long 3m of digging footage.
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Family Cites Families (5)
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