CN106839906A - The directional blasting demolishment method of armored concrete tubular structure towering structure - Google Patents
The directional blasting demolishment method of armored concrete tubular structure towering structure Download PDFInfo
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- CN106839906A CN106839906A CN201611248718.8A CN201611248718A CN106839906A CN 106839906 A CN106839906 A CN 106839906A CN 201611248718 A CN201611248718 A CN 201611248718A CN 106839906 A CN106839906 A CN 106839906A
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- towering structure
- towering
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/02—Particular applications of blasting techniques for demolition of tall structures, e.g. chimney stacks
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D5/00—Safety arrangements
- F42D5/04—Rendering explosive charges harmless, e.g. destroying ammunition; Rendering detonation of explosive charges harmless
- F42D5/045—Detonation-wave absorbing or damping means
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Aiming, Guidance, Guns With A Light Source, Armor, Camouflage, And Targets (AREA)
Abstract
The present invention relates to a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, comprise the following steps：A, the collapse direction for determining towering structure, B, collapse on vacant lot excavate vibration damping hole, interval heap sets multiple vibration reduction and cushioning walls being parallel to each other, vibration reduction and cushioning wall along direction that towering structure bottom to vibration damping is cheated it is progressively longer, thickening, uprise, C, delimitation incision tract to be blasted, dig triangle Directional Window, are drilled with blasthole array, D, powder charge are blocked, it is ensured that the dynamite charge amount of incision tract to be blasted is 1.8 to 2.5kg/m3, while the breach overlapped with incision tract to be blasted is blasted after igniting, so as to complete the dismounting of towering structure；The inventive method is simple to operate, input cost is low, actual collapse direction is consistent with design collapse direction after can effectively ensure that explosion, while effectively control reinforced concrete structure towering structure slump impact ground in demolition blasting produces the chain effects such as slump vibration, the flying that contacts to earth and causes harm.
Description
Technical field
The present invention relates to explosion field, more particularly to a kind of towering structure directional blasting demolishment method.
Background technology
Demolition blasting engineering practice shows that slump vibration is often bigger than blasting vibration during demolishing buildings.Demolishing buildings
In blasting process, collapse and land and can produce very big impact to ground, and induce harmful effects such as slump vibration, the flying that contacts to earth
Should.Slump is vibrated and is reached after blasting vibration wave, and the effect of vibration time is long.For same building thing, different demolition blastings
Scheme, the disintegration size after slump is different, or slump process is different, all can to varying degrees influence building slump to contact to earth
The ground vibration of Shi Zaocheng.
The height of building is higher, and structure is more solid, and the harm that slump vibration is caused is bigger.For example：Chimney, water tower, jump
The slump caused after the towering structures such as water tower (generally open column shape body) demolition blasting is vibrated commonly greater than buildings in general
The slump caused after demolition blasting is vibrated；And because structure is more solid, be less susceptible to disintegrate, the armored concrete knot of sustained height
After the slump caused after the towering structure demolition blasting of structure is vibrated commonly greater than the towering structure demolition blasting of brick mix structure
The slump for causing is vibrated.During one 80m chimney stack demolition blasting, at chimney slump center line side 22m, maximum is measured
Vibration velocity reaches 7.2cm/s, hence it is evident that the oscillation intensity (5cm/s) allowed more than buildings in general, it is clear that nearby other are built
The slump vibration that thing probably caused after chimney blasting demolition is built to destroy.
Therefore, how to control high-lager building in demolition blasting slump impact ground produce slump vibration, contact to earth it is winged
Dissipate the chain effect such as thing and cause endanger we conscientiously study, in particular for the towering structure of reinforced concrete structure
When carrying out demolition blasting, the harm that should more take special measure to control the chain effects such as slump vibration, the flying that contacts to earth to produce.
The content of the invention
It is high that the technical problems to be solved by the invention are to provide a kind of armored concrete tubular structure simple to operate
The directional blasting demolishment method of structures is alarmmed, effectively control armored concrete tubular structure towering structure collapses in demolition blasting
Drop impact ground produces the chain effects such as slump vibration, the flying that contacts to earth and causes harm.
The technical scheme that the present invention solves above-mentioned technical problem is as follows：
A kind of directional blasting demolishment method of armored concrete tubular structure towering structure, comprises the following steps：
A, the collapse direction for determining towering structure
Height and site environment according to towering structure select the collapse direction of towering structure, it is ensured that towering to construct
There is length on the collapse direction of thing more than 1.2 times of towering structure height, width more than the 3 of towering structure maximum gauge
Vacant lot of collapsing again, and determine the center line that collapses of towering structure；
B, setting vibration reduction and cushioning wall and vibration damping hole
Vibration damping hole, the center in the vibration damping hole and towering structure are excavated on described vacant lot of collapsing in step
The height of the distance between bottom equal to towering structure, the vibration damping hole is in along the section of the collapse direction of towering structure
Isosceles trapezoid, its floor space is 3rd/to four/2nd of its aperture area, and its depth is more than towering structure top
Diameter；Interval heap sets multiple vibration dampings being parallel to each other and delays on ground between the bottom of towering structure and vibration damping hole
Rush wall, all the vibration reduction and cushioning walls are along direction that the bottom of towering structure cheat to the vibration damping is progressively longer, thickening, change
It is high；The vibration damping hole and multiple vibration reduction and cushioning walls are symmetrical arranged both with respect to the collapse direction of towering structure；
C, dig and Directional Window and be drilled with blasthole
Length first delimited on the barrel at ground 0.5 to 1.5m more than barrel girth herein in towering structure bottom
1/2nd and less than barrel girth herein 2/3rds, be highly 3 to 5 times of wall thickness herein of otch to be blasted
Region, the expanded view of the incision tract to be blasted is the inverted trapezoidal with the center line that collapses of towering structure as symmetry axis；Again
The triangle Directional Window matched with its end shape size is symmetrically dug at the two ends of the incision tract to be blasted, and in institute
State in incision tract to be blasted, between two triangle Directional Windows with the center line that collapses of towering structure as symmetry axis is drilled with big gun
Hole array；The angle that the triangle Directional Window is completely superposed with the incision tract to be blasted is 25 ° to 35 °, described three
The height of angular Directional Window is equal to the height of the incision tract to be blasted, and the cutting depth of the triangle Directional Window is equal to height
The wall thickness at structures cutting is alarmmed, the blast hole depth of the blasthole array is the wall thickness of towering structure drill hole
2/3rds, and Holespacing is more than blasthole array pitch；
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array described in step C, dynamite charge length is blasthole depth
2nd/3rd to three/5ths of degree, and water content is used for the yellow clay of 5%-20% blocks blasthole and consolidates, it is ensured that it is described
The dynamite charge amount of incision tract to be blasted is 1.8 to 2.5kg/m3, then ignite fried in blasthole array whole blastholes
Medicine, blasts a breach overlapped with the incision tract to be blasted so that reinforced concrete tube in the bottom of towering structure
Shape structure towering structure collapses in the predetermined collapse direction of self gravitation effect, lower edge, and slump simultaneously is delayed in all vibration dampings
Rush on wall.
Compared with prior art, the beneficial effects of the invention are as follows：
The inventive method input cost is low, simple to operate, digs Directional Window by the method in the present invention, is drilled with big gun
Hole, powder charge are blocked, and can to greatest extent reduce the usage amount of explosive, and the power and precision of explosion are can guarantee that again, are greatly improved
The effect of directional blasting, the breach for producing explosion overlaps with incision tract to be blasted, smoothly realizes the orientation of towering structure
Collapse, actual collapse direction is consistent with design collapse direction after ensureing explosion；Simultaneously using the vibration damping hole in the present invention and vibration damping
Cushion wall both can significantly slow down towering structure and collapse earthward produced impulsive force, can prevent towering structure from falling again
Collapse the rubble splashes produced after contacting to earth；And after section can also make towering structure contact to earth in the vibration damping hole of isosceles trapezoid
The top for fractureing rolls in hole, the impact caused to ground after its landing is slowed down significantly, so as to further reduce towering constructing
Thing collapse generation slump vibration；Multiple vibration reduction and cushioning walls along direction that the bottom of towering structure is cheated to vibration damping it is progressively longer,
It is thickening, the impact that can also preferably carry after towering structure collapses to ground is uprised, so as to further reduce towering constructing
Thing collapse contact to earth produced by slump vibration；Final effectively control armored concrete tubular structure towering structure is in demolition blasting
When slump impact ground produce the chain effects such as slump vibration, the flying that contacts to earth and cause harm.One 100m reinforcing bar high is mixed
When solidifying soil tubular structure towering structure is removed by the inventive method, apart from the slump center line side of towering structure
Outside 50m, the maximum velocity for measuring is no more than 1.5cm/s.
On the basis of above-mentioned technical proposal, the present invention can also do following improvement.
Used as a kind of preferred embodiment of the invention, in stepb, first vibration reduction and cushioning wall is constructed with towering
The distance between bottom of thing is 20 to 30m, and the spacing of the adjacent vibration reduction and cushioning wall is 10 to 20m, is subtracted described in last
It is 8 to 12m to shake that cushion wall and the vibration damping the distance between cheat.
Beneficial effect using above-mentioned preferred scheme is：Both can reduce to greatest extent the quantity of vibration reduction and cushioning wall so as to
Cost-effective and construction workload, can ensure that vibration reduction and cushioning wall can be carried after towering structure collapses to ground well again
Impact, effectively reduce towering structure collapse contact to earth produced by slump vibration.
As another preferred embodiment of the invention, in stepb, the two ends of each vibration reduction and cushioning wall, institute
It is in 5 ° of angle with the collapse direction of towering structure that the two ends in vibration damping hole are stated with the line of the bottom of towering structure.
Beneficial effect using above-mentioned preferred scheme is：Can be prevented effectively from actual collapse direction because of towering structure with
There is deviation and cause vibration reduction and cushioning wall and damping hole to lose damping effect in predetermined collapse direction, but without by vibration reduction and cushioning wall and
Damping hole sets long, reduces workload；Even if collapse direction of towering structure or so is offset within 5 degree, vibration reduction and cushioning
The length of wall can also meet the requirement for accepting the towering structure for collapsing.
As another preferred embodiment of the invention, in stepb, subtract near described in the bottom of towering structure
Shake cushion wall height 0.3 to 0.5m, thickness be 0.6 to 1.2m, near the vibration damping hole vibration reduction and cushioning wall height be 1.6
It is 4 to 5m to 2.4m, thickness.
Beneficial effect using above-mentioned preferred scheme is：Both can reduce to greatest extent spent by construction vibration reduction and cushioning wall
Material so as to cost-effective and construction workload, can ensure that vibration reduction and cushioning wall can preferably carry towering structure and collapse again
Afterwards to the impact on ground, significantly more efficient reduction towering structure collapse contact to earth produced by slump vibration.
Used as another preferred embodiment of the invention, in stepb, the vibration reduction and cushioning wall is towards towering structure
One side be in isosceles trapezoid, the bottom lengths of the vibration reduction and cushioning wall are 1.5 to 3 times of its top length.
Beneficial effect using above-mentioned preferred scheme is：The decentralization of vibration reduction and cushioning wall, stability is stronger, can be preferably
Carry impact to ground after towering structure collapses, significantly more efficient reduction towering structure collapses produced slump of contacting to earth
Vibration.
Used as another preferred embodiment of the invention, in stepb, the vibration reduction and cushioning wall is by from bottom to up successively
The solid particle layer of stacking, elastomeric layer and cushion course heap set and form.
Beneficial effect using above-mentioned preferred scheme is：The bearing capacity and buffer capacity of vibration reduction and cushioning wall are obtained significantly
Improve, can preferably carry the impact after towering structure collapses to ground, significantly more efficient reduction towering structure collapses tactile
Slump vibration produced by ground.
Used as another preferred embodiment of the invention, the solid particle layer is loaded with sandy soil or cinder by multiple
Gunnysack heap is set and forms, and the elastomeric layer is set by multiple rubber tyre heaps and formed, and the cushion course is by palm fibre pad, cotton mattress or sea
Silk floss pad laying is formed.
Beneficial effect using above-mentioned preferred scheme is：The construction of vibration reduction and cushioning wall is simpler convenient and swift, builds material
Material wide material sources, and can reuse, more economical environmental protection.
Used as another preferred embodiment of the invention, in stepb, the vibration damping hole is near the one of towering structure
Side and the side away from towering structure are equipped with earth embankment, and the earth embankment is built by the soil excavated obtained by the vibration damping hole
Rise, the earth embankment near towering structure side is highly 2 to 2.5m, thickness is 5 to 6m, away from the soil of towering structure side
Dike is highly 1 to 1.5m, thickness is 3 to 4m.
Beneficial effect using above-mentioned preferred scheme is：The soil for excavating vibration damping hole and producing both was saved without transporting in addition
Construction workload, can be directly used in construction earth embankment again, and the earth embankment near towering structure side can carry towering structure and collapse
Afterwards to the impact on ground, reduce towering structure collapse contact to earth produced by slump vibration, away from the soil of towering structure side
Dike can preferably prevent towering structure collapse contact to earth after produce rubble splashes.
Used as another preferred embodiment of the invention, in step C, the Holespacing of the blasthole array is its big gun
5th/3rd to four/4ths of hole depth, the blasthole array pitch of the blasthole array is its Holespacing 6/10ths to very
Nine.
Beneficial effect using above-mentioned preferred scheme is：The power and precision of explosion are can effectively ensure that, directional blasting is improved
Effect, make explosion produce breach overlapped to greatest extent with incision tract to be blasted, it is more smooth to realize towering constructing
The directional blasting demolishment of thing.
Used as another preferred embodiment of the invention, in step C, the blasthole aperture of the blasthole array is
0.035 to 0.045m.
Beneficial effect using above-mentioned preferred scheme is：The power and precision of explosion are further ensured that, directional blasting is improved
Effect, make explosion produce breach overlapped to greatest extent with incision tract to be blasted.
Brief description of the drawings
Fig. 1 is the constructing structure schematic diagram in the inventive method；
Fig. 2 is the structural representation of cushion wall in the inventive method；
In accompanying drawing, the list of parts representated by each label is as follows：
1st, collapse vacant lot, 2, towering structure, 3, vibration reduction and cushioning wall, 4, vibration damping hole, 5, triangle Directional Window, 6, blasthole battle array
Row, 7, earth embankment, 8, solid particle layer, 9, elastomeric layer, 10, cushion course.
Specific embodiment
Principle of the invention and feature are described below in conjunction with accompanying drawing, example is served only for explaining the present invention, and
It is non-for limiting the scope of the present invention.
Embodiment 1
As shown in Figure 1 to Figure 2, a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, bag
Include following steps：
B, the collapse direction for determining towering structure 2
Height and site environment according to towering structure 2 select the collapse direction of towering structure 2, it is ensured that towering structure
Exist on the collapse direction for building thing 2 length be 1.2 times of the height of towering structure 2, width be the maximum gauge of towering structure 2
3 times of vacant lot 1 of collapsing, and determine that (i.e. towering structure 2 is contacted after collapsing with ground for the center line that collapses of towering structure 2
The symmetrical center line of that one side, the center line that collapses of towering structure 2 is located on towering structure 2, is fallen in towering structure 2
Collapse direction behind ground with towering structure 2 overlaps, typically using the symmetrical center line of its determination blasting gap).
B, setting vibration reduction and cushioning wall 3 and vibration damping hole 4
Vibration damping hole 4 is excavated on described vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
Equal to the height of towering structure 2, the vibration damping hole 4 is along the collapse direction of towering structure 2 for the distance between bottom of thing 2
Section is in isosceles trapezoid, and its floor space is 3/4ths of its aperture area, and its depth is equal to the straight of the top of towering structure 2
Footpath.Heap is spaced on ground between the bottom of towering structure 2 and vibration damping hole 4 set multiple vibration reduction and cushionings being parallel to each other
Wall 3, all the vibration reduction and cushioning walls 3 along the direction in bottom to the vibration damping hole 4 of towering structure 2 it is progressively longer, thickening, become
It is high.The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 are symmetrical arranged both with respect to the collapse direction of towering structure 2.
C, dig and Directional Window and be drilled with blasthole
Three points that length is barrel girth herein first delimited on the barrel at the 0.5m of ground in the bottom of towering structure 2
Two, be highly 3 times of wall thickness herein of incision tract to be blasted, the expanded view of the incision tract to be blasted is with height
Alarm the inverted trapezoidal that center line is symmetry axis of collapsing of structures 2；Again the incision tract to be blasted two ends symmetrically dig with
The triangle Directional Window 5 that its end shape size matches, and in the incision tract to be blasted, two triangle Directional Windows
The center line that collapses between 5 with towering structure 2 is as symmetry axis is drilled with blasthole array 6.The triangle Directional Window 5 is treated with described
The angle that blasting cut region is completely superposed is 25 °, and the height of the triangle Directional Window 5 is equal to the cutout regions to be blasted
The height in domain, the cutting depth of the triangle Directional Window 5 is equal to the wall thickness at the cutting of towering structure 2, the blasthole
The blast hole depth of array 6 is 2/3rds of the wall thickness of the drill hole of towering structure 2, and Holespacing is arranged more than blasthole
Away from.
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is blasthole depth
3/5ths of degree, and water content is used for 20% yellow clay blocks blasthole and consolidates, it is ensured that the incision tract to be blasted
Dynamite charge amount be 1.8kg/m3；Then the explosive in the whole blastholes of the blasthole array 6 is ignited, in towering structure 2
Bottom blasts a breach overlapped with the incision tract to be blasted so that armored concrete tubular structure towering structure exists
The predetermined collapse direction of self gravitation effect, lower edge collapses, and slump simultaneously is on all vibration reduction and cushioning walls 3.
It is towering to construct when one 100m armored concrete tubular structure towering structure high is removed by the inventive method
Thing fall 2 collapse after main body slump on vibration reduction and cushioning wall 3, top fallen into after fractureing vibration damping hole 4, in collapsing apart from towering structure 2
Fall outside the 30m of center line side, measure maximum velocity no more than 1.49cm/s.
Embodiment 2
As shown in Figure 1 to Figure 2, a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, bag
Include following steps：
A, the collapse direction for determining towering structure 2
Height and site environment according to towering structure 2 select the collapse direction of towering structure 2, it is ensured that towering structure
Exist on the collapse direction for building thing 2 length be 1.3 times of the height of towering structure 2, width be the maximum gauge of towering structure 2
3.2 times of vacant lot 1 of collapsing, and determine the center line that collapses of towering structure 2.
B, setting vibration reduction and cushioning wall 3 and vibration damping hole 4
Vibration damping hole 4 is excavated on described vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
Height of the distance between the bottom of thing 2 equal to towering structure 2.The vibration damping hole 4 is along the collapse direction of towering structure 2
Section is in isosceles trapezoid, and its floor space is 1/2nd of its aperture area, and its depth is the diameter on the top of towering structure 2
2 times.
The vibration damping hole 4 is equipped with earth embankment 7, institute near the side of towering structure 2 and away from the side of towering structure 2
Stating earth embankment 7 has been built by the soil excavated obtained by the vibration damping hole 4, near the height of earth embankment 7 of the side of towering structure 2
For 2m, thickness be 5m, away from the side of towering structure 2 the height of earth embankment 7 for 1m, thickness be 3m.
Be spaced on ground between the bottom of towering structure 2 and vibration damping hole 4 heap set it is multiple be parallel to each other subtract
Shake cushion wall 3, and the distance between first vibration reduction and cushioning wall 3 and bottom of towering structure 2 are 20m, adjacent described to subtract
Shake cushion wall 3 spacing for 20m, last described vibration reduction and cushioning wall 3 is 8m with vibration damping hole the distance between 4.
All the vibration reduction and cushioning walls 3 along the direction in bottom to the vibration damping hole 4 of towering structure 2 it is progressively longer, become
It is thick, uprise；Height 0.3m, thickness near the vibration reduction and cushioning wall 3 of the bottom of towering structure 2 are 0.6m, near described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 1.6m, thickness is 4m；The two ends of each vibration reduction and cushioning wall 3, the vibration damping
The two ends in hole 4 are in 5 ° of angle with the collapse direction of towering structure 2 with the line of the bottom of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so skew, the length of vibration reduction and cushioning wall 3 can also meet the towering structure accepted and collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 symmetrically set both with respect to the collapse direction of towering structure 2
Put.The vibration reduction and cushioning wall 3 is in isosceles trapezoid towards the one side of towering structure 2, and the bottom lengths of the vibration reduction and cushioning wall 3 are
1.5 times of its top length.The vibration reduction and cushioning wall 3 is by the solid particle layer 8, the elastomeric layer 9 that stack gradually from bottom to up
Set with the heap of cushion course 10 and formed.The solid particle layer 8 is set by the gunnysack heap that multiple is loaded with sandy soil and formed, the elastomeric material
Layer 9 is set by multiple rubber tyre heaps and formed, and the cushion course 10 is formed by palm fibre pad foam-rubber cushion laying.
C, dig and Directional Window and be drilled with blasthole
Two points that length is barrel girth herein first delimited on the barrel at the 0.5m of ground in the bottom of towering structure 2
One of, be highly 5 times of wall thickness herein of incision tract to be blasted, the expanded view of the incision tract to be blasted is with height
Alarm the inverted trapezoidal that center line is symmetry axis of collapsing of structures 2；Again the incision tract to be blasted two ends symmetrically dig with
The triangle Directional Window 5 that its end shape size matches, and in the incision tract to be blasted, two triangle Directional Windows
The center line that collapses between 5 with towering structure 2 is as symmetry axis is drilled with blasthole array 6.
The angle that the triangle Directional Window 5 is completely superposed with the incision tract to be blasted is 35 °, the triangle
The height of Directional Window 5 is equal to the height of the incision tract to be blasted, and the cutting depth of the triangle Directional Window 5 is equal to towering
Wall thickness at the cutting of structures 2.The blast hole depth of the blasthole array 6 is the wall thickness of the drill hole of towering structure 2
2/3rds, and Holespacing be more than blasthole array pitch.The Holespacing of the blasthole array 6 is equal to its blast hole depth, described
The blasthole array pitch of blasthole array 6 be its Holespacing 6/10ths to the blasthole aperture of, the blasthole array 6 be 0.035m.
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is blasthole depth
2/3rds of degree, and use water content to block blasthole and consolidate for 5% yellow clay sealing, it is ensured that the cutout regions to be blasted
The dynamite charge amount in domain is 2.5kg/m3, the explosive in the whole blastholes of the blasthole array 6 is then ignited, in towering structure 2
Bottom blast a breach overlapped with the incision tract to be blasted so that armored concrete tubular structure towering structure
Collapse in the predetermined collapse direction of self gravitation effect, lower edge, and slump simultaneously is on all vibration reduction and cushioning walls 3.
It is towering to construct when one 100m armored concrete tubular structure towering structure high is removed by the inventive method
Thing fall 2 collapse after main body slump on vibration reduction and cushioning wall 3, top fallen into after fractureing vibration damping hole 4, in collapsing apart from towering structure 2
Fall outside the 50m of center line side, measure maximum velocity for 1.44cm/s.
Embodiment 3
As shown in Figure 1 to Figure 2, a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, bag
Include following steps：
A, the collapse direction for determining towering structure 2
Height and site environment according to towering structure 2 select the collapse direction of towering structure 2, it is ensured that towering structure
Exist on the collapse direction for building thing 2 length be 1.4 times of the height of towering structure 2, width be more than the maximum gauge of towering structure 2
3.5 times of vacant lot 1 of collapsing, and determine the center line that collapses of towering structure 2.
B, setting vibration reduction and cushioning wall 3 and vibration damping hole 4
Vibration damping hole 4 is excavated on described vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
Height of the distance between the bottom of thing 2 equal to towering structure 2.The vibration damping hole 4 is along the collapse direction of towering structure 2
Section is in isosceles trapezoid, and its floor space is 5/8ths of its aperture area, and its depth is the diameter on the top of towering structure 2
1.5 times.
The vibration damping hole 4 is equipped with earth embankment 7, institute near the side of towering structure 2 and away from the side of towering structure 2
Stating earth embankment 7 has been built by the soil excavated obtained by the vibration damping hole 4, near the height of earth embankment 7 of the side of towering structure 2
For 2.5m, thickness be 6m, away from the side of towering structure 2 the height of earth embankment 7 for 1.5m, thickness be 4m.The vibration damping cheats 4 both sides
Earth embankment 7 on be equipped with elastomeric layer, can be prevented effectively from after towering structure 2 collapses and cause sandy soil to splash, can enter again
The impact that one step reduction towering structure 2 collapses to ground generation.
Be spaced on ground between the bottom of towering structure 2 and vibration damping hole 4 heap set it is multiple be parallel to each other subtract
Shake cushion wall 3, and the distance between first vibration reduction and cushioning wall 3 and bottom of towering structure 2 are 30m, adjacent described to subtract
Shake cushion wall 3 spacing for 10m, last described vibration reduction and cushioning wall 3 is 12m with vibration damping hole the distance between 4.
All the vibration reduction and cushioning walls 3 along the direction in bottom to the vibration damping hole 4 of towering structure 2 it is progressively longer, become
It is thick, uprise；Height 0.5m, thickness near the vibration reduction and cushioning wall 3 of the bottom of towering structure 2 are 1.2m, near described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 2.4m, thickness is 5m；The two ends of each vibration reduction and cushioning wall 3, the vibration damping
The two ends in hole 4 are in 5 ° of angle with the collapse direction of towering structure 2 with the line of the bottom of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so skew, the length of vibration reduction and cushioning wall 3 can also meet the towering structure accepted and collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 symmetrically set both with respect to the collapse direction of towering structure 2
Put.The vibration reduction and cushioning wall 3 is in isosceles trapezoid towards the one side of towering structure 2, and the bottom lengths of the vibration reduction and cushioning wall 3 are
3 times of its top length.The vibration reduction and cushioning wall 3 is by the solid particle layer 8, the and of elastomeric layer 9 that stack gradually from bottom to up
The heap of cushion course 10 sets and forms.The solid particle layer 8 is set by the gunnysack heap that multiple is loaded with cinder and formed, the elastomeric layer
9 are set by multiple rubber tyre heaps and form, and the cushion course 10 is formed by cotton mattress laying.
C, dig and Directional Window and be drilled with blasthole
It is the 12 of barrel girth herein that length first delimited on the barrel at the 1.5m of ground in the bottom of towering structure 2
/ seven, be highly 4 times of wall thickness herein of incision tract to be blasted, the expanded view of the incision tract to be blasted be with
The inverted trapezoidal that center line is symmetry axis of collapsing of towering structure 2；Symmetrically dug at the two ends of the incision tract to be blasted again
The triangle Directional Window 5 matched with its end shape size, and in the incision tract to be blasted, two triangle orientations
The center line that collapses between window 5 with towering structure 2 is as symmetry axis is drilled with blasthole array 6.
The angle that the triangle Directional Window 5 is completely superposed with the incision tract to be blasted is 30 °, the triangle
The height of Directional Window 5 is equal to the height of the incision tract to be blasted, and the cutting depth of the triangle Directional Window 5 is equal to towering
Wall thickness at the cutting of structures 2.The blast hole depth of the blasthole array 6 is the wall thickness of the drill hole of towering structure 2
2/3rds, and Holespacing be more than blasthole array pitch.The Holespacing of the blasthole array 6 be its blast hole depth four/
Five, the blasthole array pitch of the blasthole array 6 is 9/10ths of its Holespacing, and the blasthole aperture of the blasthole array 6 is
0.045m。
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is blasthole depth
19th/30ths of degree, and water content is used for 12% yellow clay blocks blasthole and consolidates, it is ensured that the otch to be blasted
The dynamite charge amount in region is 2.1kg/m3, the explosive in the whole blastholes of the blasthole array 6 is then ignited, in towering structure
2 bottom blasts a breach overlapped with the incision tract to be blasted so that armored concrete tubular structure is towering to construct
Thing collapses in the predetermined collapse direction of self gravitation effect, lower edge, and slump simultaneously is on all vibration reduction and cushioning walls 3.
It is towering to construct when one 100m armored concrete tubular structure towering structure high is removed by the inventive method
Thing fall 2 collapse after main body slump on vibration reduction and cushioning wall 3, top fallen into after fractureing vibration damping hole 4, in collapsing apart from towering structure 2
Fall outside the 50m of center line side, measure maximum velocity for 1.33cm/s.
Embodiment 4
As shown in Figure 1 to Figure 2, a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, bag
Include following steps：
A, the collapse direction for determining towering structure 2
Height and site environment according to towering structure 2 select the collapse direction of towering structure 2, it is ensured that towering structure
Exist on the collapse direction for building thing 2 length be 1.5 times of the height of towering structure 2, width be the maximum gauge of towering structure 2
4 times of vacant lot 1 of collapsing, and determine the center line that collapses of towering structure 2.
B, setting vibration reduction and cushioning wall 3 and vibration damping hole 4
Vibration damping hole 4 is excavated on described vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
Height of the distance between the bottom of thing 2 equal to towering structure 2.The vibration damping hole 4 is along the collapse direction of towering structure 2
Section is in isosceles trapezoid, and its floor space is 3/4ths of its aperture area, and its depth is the diameter on the top of towering structure 2
1.8 times.
The vibration damping hole 4 is equipped with earth embankment 7, institute near the side of towering structure 2 and away from the side of towering structure 2
Stating earth embankment 7 has been built by the soil excavated obtained by the vibration damping hole 4, near the height of earth embankment 7 of the side of towering structure 2
For 2.2m, thickness be 5.5m, away from the side of towering structure 2 the height of earth embankment 7 for 1.2m, thickness be 3.5m.The vibration damping hole 4
Cushion course is equipped with the earth embankment 7 of both sides, can be prevented effectively from after towering structure 2 collapses and be caused sandy soil to splash, can entered again
The impact that one step reduction towering structure 2 collapses to ground generation.
Be spaced on ground between the bottom of towering structure 2 and vibration damping hole 4 heap set it is multiple be parallel to each other subtract
Shake cushion wall 3, and the distance between first vibration reduction and cushioning wall 3 and bottom of towering structure 2 are 25m, adjacent described to subtract
Shake cushion wall 3 spacing for 15m, last described vibration reduction and cushioning wall 3 is 10m with vibration damping hole the distance between 4.
All the vibration reduction and cushioning walls 3 along the direction in bottom to the vibration damping hole 4 of towering structure 2 it is progressively longer, become
It is thick, uprise；Height 0.4m, thickness near the vibration reduction and cushioning wall 3 of the bottom of towering structure 2 are 0.8m, near described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 2m, thickness is 4.5m；The two ends of each vibration reduction and cushioning wall 3, the vibration damping
The two ends in hole 4 are in 5 ° of angle with the collapse direction of towering structure 2 with the line of the bottom of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so skew, the length of vibration reduction and cushioning wall 3 can also meet the towering structure accepted and collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 symmetrically set both with respect to the collapse direction of towering structure 2
Put.The vibration reduction and cushioning wall 3 is in isosceles trapezoid towards the one side of towering structure 2, and the bottom lengths of the vibration reduction and cushioning wall 3 are
2.2 times of its top length.The vibration reduction and cushioning wall 3 is by the solid particle layer 8, the elastomeric layer 9 that stack gradually from bottom to up
Set with the heap of cushion course 10 and formed.The solid particle layer 8 is set by the gunnysack heap that multiple is loaded with sandy soil and formed, the elastomeric material
Layer 9 is set by multiple rubber tyre heaps and formed, and the cushion course 10 is formed by foam-rubber cushion laying.
C, dig and Directional Window and be drilled with blasthole
First the bottom of towering structure 2 delimit that length is barrel girth herein on the barrel at the 1m of ground eight/
5th, it is highly 4 times of wall thickness herein of incision tract to be blasted, the expanded view of the incision tract to be blasted is with towering
The inverted trapezoidal that center line is symmetry axis of collapsing of structures 2；Symmetrically dug and it at the two ends of the incision tract to be blasted again
The triangle Directional Window 5 that end shape size matches, and in the incision tract to be blasted, two triangle Directional Windows 5
Between with the center line that collapses of towering structure 2 as symmetry axis is drilled with blasthole array 6.
The angle that the triangle Directional Window 5 is completely superposed with the incision tract to be blasted is 30 °, the triangle
The height of Directional Window 5 is equal to the height of the incision tract to be blasted, and the cutting depth of the triangle Directional Window 5 is equal to towering
Wall thickness at the cutting of structures 2.The blast hole depth of the blasthole array 6 is the wall thickness of the drill hole of towering structure 2
2/3rds, and Holespacing be more than blasthole array pitch.The Holespacing of the blasthole array 6 be its blast hole depth four/
Three, the blasthole array pitch of the blasthole array 6 is 8/10ths of its Holespacing, and the blasthole aperture of the blasthole array 6 is
0.04m。
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is blasthole depth
2/3rds of degree, and water content is used for 13% yellow clay blocks blasthole and consolidates, it is ensured that the incision tract to be blasted
Dynamite charge amount be 2.2kg/m3, the explosive in the whole blastholes of the blasthole array 6 is then ignited, in towering structure 2
Bottom blasts a breach overlapped with the incision tract to be blasted so that armored concrete tubular structure towering structure exists
The predetermined collapse direction of self gravitation effect, lower edge collapses, and slump simultaneously is on all vibration reduction and cushioning walls 3.
It is towering to construct when one 100m armored concrete tubular structure towering structure high is removed by the inventive method
Thing fall 2 collapse after main body slump on vibration reduction and cushioning wall 3, top fallen into after fractureing vibration damping hole 4, in collapsing apart from towering structure 2
Fall outside the 50m of center line side, measure maximum velocity for 1.21cm/s.
It is obvious to a person skilled in the art that the invention is not restricted to the details of above-mentioned one exemplary embodiment, Er Qie
In the case of without departing substantially from spirit or essential attributes of the invention, the present invention can be in other specific forms realized.Therefore, no matter
From the point of view of which point, embodiment all should be regarded as exemplary, and be nonrestrictive, the scope of the present invention is by appended power
Profit requires to be limited rather than described above, it is intended that all in the implication and scope of the equivalency of claim by falling
Change is included in the present invention, and any reference in claim should not be considered as the claim involved by limitation.
The foregoing is only presently preferred embodiments of the present invention, be not intended to limit the invention, it is all it is of the invention spirit and
Within principle, any modification, equivalent substitution and improvements made etc. should be included within the scope of the present invention.
Claims (10)
1. a kind of directional blasting demolishment method of armored concrete tubular structure towering structure, it is characterised in that including following
Step：
A, the collapse direction for determining towering structure (2)
The collapse direction of height and site environment selection towering structure (2) according to towering structure (2), it is ensured that towering structure
There is length on the collapse direction for building thing (2) and be more than towering structure (2) more than 1.2 times of towering structure (2) height, width
The vacant lot of collapsing (1) of 3 times of maximum gauge, and determine the center line that collapses of towering structure (2)；
B, setting vibration reduction and cushioning wall (3) and vibration damping hole (4)
Vibration damping hole (4), the center of vibration damping hole (4) and towering structure are excavated on vacant lot of collapsing (1) described in step
Height of the distance between the bottom of thing (2) equal to towering structure (2) is built, vibration damping hole (4) is along towering structure (2)
The section of collapse direction is in isosceles trapezoid, and its floor space is 3rd/to four/2nd of its aperture area, and its depth is big
In the diameter on towering structure (2) top；Between on ground between with the vibration damping cheating (4) in the bottom of towering structure (2)
Set multiple vibration reduction and cushioning walls (3) being parallel to each other every heap, all the vibration reduction and cushioning walls (3) along towering structure (2) bottom
To the vibration damping hole (4) direction it is progressively longer, thickening, uprise；The vibration damping cheats (4) and multiple vibration reduction and cushioning walls (3)
Collapse direction both with respect to towering structure (2) is symmetrical arranged；
C, dig and Directional Window and be drilled with blasthole
Length first delimited on the barrel at ground 0.5 to 1.5m more than barrel girth herein in towering structure (2) bottom
1/2nd and less than barrel girth herein 2/3rds, be highly 3 to 5 times of wall thickness herein of otch to be blasted
Region, the expanded view of the incision tract to be blasted is the inverted trapezoidal with the center line that collapses of towering structure (2) as symmetry axis；
The triangle Directional Window (5) matched with its end shape size is symmetrically dug at the two ends of the incision tract to be blasted again,
And be with the center line that collapses of towering structure (2) in the incision tract to be blasted, between two triangle Directional Windows (5)
Symmetry axis is drilled with blasthole array (6)；The angle that the triangle Directional Window (5) is completely superposed with the incision tract to be blasted
It it is 25 ° to 35 °, the height of the triangle Directional Window (5) is equal to the height of the incision tract to be blasted, the triangle is determined
The wall thickness at towering structure (2) cutting, the blast hole depth of the blasthole array (6) are equal to the cutting depth of window (5)
It is 2/3rds of the wall thickness of towering structure (2) drill hole, and Holespacing is more than blasthole array pitch；
D, charge explosion
Respectively by the good explosive of whole blast hole chargings of the blasthole array (6) described in step C, dynamite charge length is blast hole depth
2/3rds to three/5ths, and use water content blasthole and to be consolidated for the yellow clay of 5%-20% is blocked, it is ensured that described to treat
The dynamite charge amount in blasting cut region is 1.8 to 2.5kg/m3, then ignite fried in the blasthole array (6) whole blastholes
Medicine, blasts a breach overlapped with the incision tract to be blasted so that armored concrete in the bottom of towering structure (2)
Tubular structure towering structure collapses in the predetermined collapse direction of self gravitation effect, lower edge, and slump simultaneously is in all vibration dampings
On cushion wall (3).
2. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, the distance between first vibration reduction and cushioning wall (3) and bottom of towering structure (2) for 20 to
30m, the spacing of the adjacent vibration reduction and cushioning wall (3) is 10 to 20m, last described vibration reduction and cushioning wall (3) and the vibration damping
The distance between hole (4) is 8 to 12m.
3. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, the two ends of each vibration reduction and cushioning wall (3), the two ends of vibration damping hole (4) and towering structure
(2) line of bottom is in 5 ° of angle with the collapse direction of towering structure (2).
4. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, near the bottom of towering structure (2) the vibration reduction and cushioning wall (3) height 0.3 to 0.5m, thickness
It is 0.6 to 1.2m to spend, and the height that the vibration reduction and cushioning wall (3) of (4) is cheated near the vibration damping is 1.6 to 2.4m, thickness is 4 to 5m.
5. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, the vibration reduction and cushioning wall (3) towards towering structure (2) one side be in isosceles trapezoid, the vibration damping
The bottom lengths of cushion wall (3) are 1.5 to 3 times of its top length.
6. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, the vibration reduction and cushioning wall (3) is by the solid particle layer (8), the elastomeric material that stack gradually from bottom to up
Layer (9) and cushion course (10) heap sets and forms.
7. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 6, it is special
Levy and be：The solid particle layer (8) is set by the gunnysack heap that multiple is loaded with sandy soil or cinder and formed, the elastomeric layer
(9) set by multiple rubber tyre heaps and formed, the cushion course (10) is formed by palm fibre pad, cotton mattress or foam-rubber cushion laying.
8. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In stepb, vibration damping hole (4) is near the side and away from towering structure (2) of towering structure (2)
Side is equipped with earth embankment (7), and the earth embankment (7) has been built by the soil excavated obtained by vibration damping hole (4), near towering
The earth embankment (7) of structures (2) side is highly 2 to 2.5m, thickness is 5 to 6m, away from the earth embankment of towering structure (2) side
(7) highly for 1 to 1.5m, thickness be 3 to 4m.
9. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special
Levy and be：In step C, the Holespacing of the blasthole array (6) is 5th/3rd to four/4ths of its blast hole depth, institute
The blasthole array pitch for stating blasthole array (6) is 9th/60th to ten/10ths of its Holespacing.
10. the directional blasting of armored concrete tubular structure towering structure according to any one of claim 1 to 9 is torn open
Except method, it is characterised in that：In step C, the blasthole aperture of the blasthole array (6) is 0.035 to 0.045m.
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| CN107401957A (en) * | 2017-09-18 | 2017-11-28 | 安徽理工大学 | A kind of chimney, Demolition of Water Tower clump of piles vibration damping construction method |
| CN107885947A (en) * | 2017-11-23 | 2018-04-06 | 同济大学 | A kind of large-scale structures of decrease, which collapse, causes the method for ground vibration |
| CN108981515A (en) * | 2018-10-19 | 2018-12-11 | 洛阳理工学院 | A kind of sheath preventing Brick Chimney Demolition by Blasting back seat and construction method |
| DE202021104283U1 (en) | 2020-11-16 | 2021-09-07 | Eduard Reisch | Tower prepared for dismantling |
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| CN107228608A (en) * | 2017-07-26 | 2017-10-03 | 深圳市蛇口招商港湾工程有限公司 | The blasting method of rock directional splitting |
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| CN108981515A (en) * | 2018-10-19 | 2018-12-11 | 洛阳理工学院 | A kind of sheath preventing Brick Chimney Demolition by Blasting back seat and construction method |
| CN108981515B (en) * | 2018-10-19 | 2024-02-27 | 洛阳理工学院 | Sheath for preventing brick chimney from blasting demolition of backseat and construction method |
| DE202021104283U1 (en) | 2020-11-16 | 2021-09-07 | Eduard Reisch | Tower prepared for dismantling |
| EP4001552A1 (en) * | 2020-11-16 | 2022-05-25 | Eduard Reisch | Method for dismantling a tower |
| EP4343269A3 (en) * | 2020-11-16 | 2024-06-19 | Eduard Reisch | Method for dismantling a tower |
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