CN106839906B - 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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- CN106839906B CN106839906B CN201611248718.8A CN201611248718A CN106839906B CN 106839906 B CN106839906 B CN 106839906B CN 201611248718 A CN201611248718 A CN 201611248718A CN 106839906 B CN106839906 B CN 106839906B
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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
-
- 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
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 of towering structure is determined, B, in excavation vibration damping hole on vacant lot of collapsing, interval heap sets multiple vibration reduction and cushioning walls being parallel to each other, vibration reduction and cushioning wall along towering structure bottom to the direction that vibration damping is cheated it is progressively longer, it is thickening, become higher, C, incision tract to be blasted delimited, triangle Directional Window is dug, is drilled with blasthole array, D, powder charge blocks, and the dynamite charge amount for ensureing incision tract to be blasted is 1.8 to 2.5kg/m3, while the notch overlapped with incision tract to be blasted is blasted after igniting, so as to complete the dismounting of towering structure；The method of the present invention 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 damages.
Description
Technical field
The present invention relates to a kind of directional blasting demolishment method in explosion field, more particularly to towering structure.
Background technology
Demolition blasting engineering practice shows, 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 vibration reaches after blasting vibration wave, effect of vibration time length.For same building thing, different demolition blastings
Scheme, the disintegration size after slump is different, or slump process is different, can all influence building slump to varying degrees and contact to earth
When caused by ground vibration.
The height of building is higher, and structure is more solid, and slump endangers bigger caused by vibrating.Such as：Chimney, water tower, jump
Slump vibration is commonly greater than buildings in general caused by after the towering structures such as water tower (generally open column shape body) demolition blasting
Slump caused by after demolition blasting is vibrated；And since structure is more solid, it is less susceptible to disintegrate, the armored concrete knot of sustained height
After slump vibration is commonly greater than the towering structure demolition blasting of brick mix structure caused by after the towering structure demolition blasting of structure
Caused by slump vibrate.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 more than the permitted oscillation intensity of buildings in general (5cm/s), it is clear that other neighbouring are built
Building thing, probably slump vibration destroys caused by after chimney blasting demolition.
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 caused by endanger we conscientiously study, in particular for the towering structure of reinforced concrete structure
When carrying out demolition blasting, the harm of the chain effect generations such as special measure control slump vibration, the flying that contacts to earth should be more taken.
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 controls armored concrete tubular structure towering structure to collapse in demolition blasting
Drop impact ground produces the chain effects such as slump vibration, the flying that contacts to earth and damages.
The technical solution 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 of towering structure is determined
According to the height of towering structure and the collapse direction of site environment selection towering structure, it is ensured that towering to construct
There are 1.2 times, 3 of width more than towering structure maximum gauge that length is more than towering structure height on the collapse direction of thing
Vacant lot of collapsing again, and determine the center line that collapses of towering structure；
Vibration reduction and cushioning wall and vibration damping hole are set B,
Vibration damping hole, the center in the vibration damping hole and towering structure are excavated on the vacant lot of collapsing in step
The distance between bottom be equal to the height of towering structure, the vibration damping hole is in along the section of the collapse direction of towering structure
Isosceles trapezoid, its floor space for its aperture area half to 3/4ths, 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 the bottom of towering structure to the direction that the vibration damping cheat 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 Directional Window and be drilled with blasthole
Length first delimited on the barrel at ground 0.5 to 1.5m in towering structure lower part and is more than barrel girth herein
Half and less than barrel girth herein 2/3rds, be highly 3 to 5 times of notch to be blasted of wall thickness herein
Region, the expanded view of the incision tract to be blasted are inverted trapezoidal of the center line as symmetry axis of collapsing using towering structure；Again
The triangle Directional Window to match with its end shape size is symmetrically dug at the both ends of the incision tract to be blasted, and in institute
State in incision tract to be blasted, be drilled with big gun as symmetry axis between two triangle Directional Windows using the center line that collapses of towering structure
Hole array；The angle that the triangle Directional Window and the incision tract to be blasted are completely superposed 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
It is respectively that the good explosive of whole blast hole chargings of the blasthole array described in step C, dynamite charge length is deep for blasthole
2nd/3rd to three/5ths of degree, and use water content to block blasthole for the yellow clay of 5%-20% and consolidate, described in guarantee
The dynamite charge amount of incision tract to be blasted is 1.8 to 2.5kg/m3, then ignite fried in the blasthole array whole blasthole
Medicine, a notch overlapped with the incision tract to be blasted is blasted in the lower part of towering structure so that reinforced concrete tube
Shape structure towering structure collapses in the predetermined collapse direction of self gravitation effect lower edge, and slump at the same time is delayed in all vibration dampings
Rush on wall.
Compared with prior art, the beneficial effects of the invention are as follows：
The method of the present invention 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 block, and can reduce the usage amount of explosive and the power of explosion and precision to greatest extent, greatly improve
The effect of directional blasting, makes the notch that explosion produces be overlapped 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；At the same time using the vibration damping hole in the present invention and vibration damping
Cushion wall can not only slow down towering structure significantly and collapse earthward caused impact force, but also can prevent towering structure from falling
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 to fracture rolls in hole, slows down the impact caused by ground after its landing significantly, so as to further reduce towering construct
Thing collapse generation slump vibration；Multiple vibration reduction and cushioning walls along the bottom of towering structure to the direction that vibration damping is cheated it is progressively longer,
It is thickening, become higher the impact that can also preferably carry after towering structure collapses to ground, so as to further reduce towering construct
Thing collapse contact to earth caused 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 damage.The reinforcing bar of one 100m high mixes
When solidifying soil tubular structure towering structure is removed by the method for the present invention, apart from the slump center line side of towering structure
Outside 50m, the maximum velocity measured is no more than 1.5cm/s.
Based on the above technical solutions, the present invention can also be improved as follows.
As a kind of preferred embodiment of the present 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
The distance between cushion wall and the vibration damping hole that shakes is 8 to 12m.
Beneficial effect using above-mentioned preferred solution is：Both can reduce to greatest extent the quantity of vibration reduction and cushioning wall so as to
Cost and construction workload are saved, and can ensure that vibration reduction and cushioning wall can carry after towering structure collapses to ground well
Impact, effectively reduce towering structure collapse contact to earth caused by slump vibration.
As another preferred embodiment of the present invention, in stepb, the both ends of each vibration reduction and cushioning wall, institute
It is in 5 ° of angle that the line of the both ends in vibration damping hole and the bottom of towering structure, which is stated, with the collapse direction of towering structure.
Beneficial effect using above-mentioned preferred solution is：Can effectively avoid actual collapse direction because of towering structure with
Predetermined collapse direction causes vibration reduction and cushioning wall and damping to be cheated to lose damping effect there are deviation, 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 deviated within 5 degree, vibration reduction and cushioning
The length of wall can also meet the requirement for accepting the towering structure to collapse.
As another preferred embodiment of the present invention, in stepb, described close to the bottom of towering structure subtracts
Shake cushion wall height 0.3 to 0.5m, thickness be 0.6 to 1.2m, close to 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 solution is：Both it can to greatest extent reduce and build spent by vibration reduction and cushioning wall
Material so as to saving cost and construction workload, and can ensure that vibration reduction and cushioning wall can preferably carry towering structure and collapse
Afterwards to the impact on ground, significantly more efficient reduction towering structure collapse contact to earth caused by slump vibration.
As another preferred embodiment of the present 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 solution is：The decentralization of vibration reduction and cushioning wall, stability is stronger, can be preferably
Impact to ground after carrying towering structure collapses, significantly more efficient reduction towering structure collapse caused slump of contacting to earth
Vibration.
As another preferred embodiment of the present invention, in stepb, the vibration reduction and cushioning wall is by from bottom to up successively
Solid particle layer, elastomeric layer and the cushion course heap of stacking set and form.
Beneficial effect using above-mentioned preferred solution is：The bearing capacity and buffer capacity of vibration reduction and cushioning wall obtain significantly
Improve, can preferably carry the impact after towering structure collapses to ground, significantly more efficient reduction towering structure collapses tactile
Slump caused by ground is vibrated.
As another preferred embodiment of the present invention, the solid particle layer is by multiple sandy soil or cinders of being loaded with
Gunnysack heap, which is set, to be formed, 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 forms.
Beneficial effect using above-mentioned preferred solution is：The construction of vibration reduction and cushioning wall is simpler convenient and efficient, builds material
Material derives from a wealth of sources, and can reuse, more economical environmental protection.
As another preferred embodiment of the present invention, in stepb, the vibration damping hole is close to the one of towering structure
Side and the side of remote towering structure are equipped with earth embankment, and the earth embankment is built by excavating the obtained soil in vibration damping hole
Rise, the earth embankment close to towering structure side is highly 2 to 2.5m, thickness is 5 to 6m, the soil away from towering structure side
Dike is highly 1 to 1.5m, thickness is 3 to 4m.
Beneficial effect using above-mentioned preferred solution is：The soil for excavating vibration damping hole and producing both was saved without in addition transporting
Construction workload, and construction earth embankment can be directly used in, the earth embankment close to towering structure side can carry towering structure and collapse
Afterwards to the impact on ground, reduce towering structure collapse contact to earth caused by slump vibration, the soil away from towering structure side
Dike can preferably prevent towering structure collapse contact to earth after the rubble splashes that produce.
As another preferred embodiment of the present 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 are its Holespacings 6/10ths to very
Nine.
Beneficial effect using above-mentioned preferred solution is：It can effectively ensure that the power and precision of explosion, improve directional blasting
Effect, make explosion produce notch overlapped to greatest extent with incision tract to be blasted, it is more smooth to realize towering construct
The directional blasting demolishment of thing.
As another preferred embodiment of the present invention, in step C, the blasthole aperture of the blasthole array is
0.035 to 0.045m.
Beneficial effect using above-mentioned preferred solution is：It is further ensured that the power and precision of explosion, improves directional blasting
Effect, make explosion produce notch 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 method for the present invention；
Fig. 2 is the structure diagram of cushion wall in the method for the present invention；
In attached drawing, parts list represented by the reference numerals 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.
Embodiment
The principle and features of the present invention will be described below with reference to the accompanying drawings, and the given examples are served only to explain the present invention, and
It is non-to be used to limit 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 of towering structure 2 is determined
According to the height of towering structure 2 and the collapse direction of site environment selection towering structure 2, it is ensured that towering structure
Build on the collapse direction of thing 2 there are length is 2 height of towering structure 1.2 times, width be 2 maximum gauge of towering structure
3 times of vacant lot 1 of collapsing, and (i.e. towering structure 2 contacts the center line that collapses of definite towering structure 2 after collapsing with ground
The symmetrical center line of that one side, the center line that collapses of towering structure 2 are located on towering structure 2, are fallen in towering structure 2
Collapse direction behind ground with towering structure 2 overlaps, and the symmetrical center line of blasting gap is generally determined using it).
Vibration reduction and cushioning wall 3 and vibration damping hole 4 are set B,
Vibration damping hole 4 is excavated on the vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
The distance between bottom of thing 2 is equal to the height of towering structure 2, and the vibration damping cheats 4 along the collapse direction of towering structure 2
Section is in isosceles trapezoid, its floor space is 3/4ths of its aperture area, and its depth is equal to the straight of 2 top of towering structure
Footpath.Interval heap sets multiple vibration reduction and cushionings being parallel to each other on ground between the bottom of towering structure 2 and vibration damping hole 4
Wall 3, all the vibration reduction and cushioning walls 3 along the direction in the bottom of towering structure 2 to vibration damping hole 4 it is progressively longer, it is 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 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 2 lower part of towering structure
Two, be highly 3 times of incision tract to be blasted of wall thickness herein, 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 both ends of the incision tract to be blasted 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
Blasthole array 6 is drilled with as symmetry axis using the center line that collapses of towering structure 2 between 5.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 are equal to the wall thickness at 2 cutting of towering structure, the blasthole
The blast hole depth of array 6 is 2/3rds of the wall thickness of 2 drill hole of towering structure, and Holespacing is arranged more than blasthole
Away from.
D, charge explosion
It is respectively that the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is deep for blasthole
3/5ths of degree, and use water content to block blasthole for 20% yellow clay and consolidate, ensure 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
Lower part blasts a notch 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 at the same time is on whole vibration reduction and cushioning walls 3.
It is towering to construct when the armored concrete tubular structure towering structure of one 100m high is removed by the method for the present invention
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 and be 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 of towering structure 2 is determined
According to the height of towering structure 2 and the collapse direction of site environment selection towering structure 2, it is ensured that towering structure
Build on the collapse direction of thing 2 there are length is 2 height of towering structure 1.3 times, width be 2 maximum gauge of towering structure
3.2 times of vacant lot 1 of collapsing, and determine the center line that collapses of towering structure 2.
Vibration reduction and cushioning wall 3 and vibration damping hole 4 are set B,
Vibration damping hole 4 is excavated on the vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
The distance between bottom of thing 2 is equal to the height of towering structure 2.The vibration damping cheats 4 along the collapse direction of towering structure 2
Section is in isosceles trapezoid, its floor space is the half of its aperture area, and the diameter that its depth is 2 top of towering structure
2 times.
4 side close to the side of towering structure 2 and away from towering structure 2 of the vibration damping hole is equipped with earth embankment 7, institute
Stating earth embankment 7 has been built, the height of earth embankment 7 close to 2 side of towering structure by excavating the 4 obtained soil of vibration damping hole
For 2m, thickness 5m, 7 height of earth embankment away from 2 side of towering structure is 1m, thickness 3m.
The bottom of towering structure 2 and the vibration damping hole 4 between ground on interval 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 be 20m, it is adjacent described in subtract
The spacing of cushion wall 3 of shaking is 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 the bottom of towering structure 2 to vibration damping hole 4 it is progressively longer, become
Thickness, become higher；Close to height 0.3m, the thickness 0.6m of the vibration reduction and cushioning wall 3 of the bottom of towering structure 2, close to described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 1.6m, thickness 4m；The both ends of each vibration reduction and cushioning wall 3, the vibration damping
The line of the both ends in hole 4 and the bottom of towering structure 2 is in 5 ° of angle with the collapse direction of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so offset, the length of vibration reduction and cushioning wall 3 can also meet to accept the towering structure to collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 are symmetrically set both with respect to the collapse direction of towering structure 2
Put.The one side of the vibration reduction and cushioning wall 3 towards towering structure 2 is in isosceles trapezoid, 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 and form with 10 heap of cushion course.The solid particle layer 8 is set by multiple gunnysack heaps for being loaded with sandy soil and formed, the elastic material
Layer 9 is set by multiple rubber tyre heaps to be formed, and the cushion course 10 is laid with by palm fibre pad foam-rubber cushion and formed.
C, dig 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 2 lower part of towering structure
One of, be highly 5 times of incision tract to be blasted of wall thickness herein, 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 both ends of the incision tract to be blasted 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
Blasthole array 6 is drilled with as symmetry axis using the center line that collapses of towering structure 2 between 5.
The triangle Directional Window 5 is 35 ° with the angle that the incision tract to be blasted is completely superposed, 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 2 cutting of structures.The blast hole depth of the blasthole array 6 is the wall thickness of 2 drill hole of towering structure
2/3rds, and Holespacing is 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 is its Holespacing 6/10ths to the blasthole aperture of the blasthole array 6 is 0.035m.
D, charge explosion
It is respectively that the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is deep for blasthole
2/3rds of degree, and use water content to block blasthole for 5% yellow clay sealing and consolidate, ensure 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
Lower part blast a notch 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 at the same time is on whole vibration reduction and cushioning walls 3.
It is towering to construct when the armored concrete tubular structure towering structure of one 100m high is removed by the method for the present invention
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, it is 1.44cm/s to measure maximum velocity.
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 of towering structure 2 is determined
According to the height of towering structure 2 and the collapse direction of site environment selection towering structure 2, it is ensured that towering structure
To build on the collapse direction of thing 2 there are length be 1.4 times of 2 height of towering structure, width is more than 2 maximum gauge of towering structure
3.5 times of vacant lot 1 of collapsing, and determine towering structure 2 the center line that collapses.
Vibration reduction and cushioning wall 3 and vibration damping hole 4 are set B,
Vibration damping hole 4 is excavated on the vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
The distance between bottom of thing 2 is equal to the height of towering structure 2.The vibration damping cheats 4 along the collapse direction of towering structure 2
Section is in isosceles trapezoid, its floor space is 5/8ths of its aperture area, and the diameter that its depth is 2 top of towering structure
1.5 times.
4 side close to the side of towering structure 2 and away from towering structure 2 of the vibration damping hole is equipped with earth embankment 7, institute
Stating earth embankment 7 has been built, the height of earth embankment 7 close to 2 side of towering structure by excavating the 4 obtained soil of vibration damping hole
For 2.5m, thickness 6m, 7 height of earth embankment away from 2 side of towering structure is 1.5m, thickness 4m.The vibration damping cheats 4 both sides
Earth embankment 7 on be equipped with elastomeric layer, can effectively avoid towering structure 2 caused after collapsing sandy soil splash and into
One step reduce towering structure 2 collapse to ground produce impact.
The bottom of towering structure 2 and the vibration damping hole 4 between ground on interval 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 be 30m, it is adjacent described in subtract
The spacing of cushion wall 3 of shaking is 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 the bottom of towering structure 2 to vibration damping hole 4 it is progressively longer, become
Thickness, become higher；Close to height 0.5m, the thickness 1.2m of the vibration reduction and cushioning wall 3 of the bottom of towering structure 2, close to described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 2.4m, thickness 5m；The both ends of each vibration reduction and cushioning wall 3, the vibration damping
The line of the both ends in hole 4 and the bottom of towering structure 2 is in 5 ° of angle with the collapse direction of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so offset, the length of vibration reduction and cushioning wall 3 can also meet to accept the towering structure to collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 are symmetrically set both with respect to the collapse direction of towering structure 2
Put.The one side of the vibration reduction and cushioning wall 3 towards towering structure 2 is in isosceles trapezoid, 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 8,9 and of elastomeric layer that stack gradually from bottom to up
10 heap of cushion course, which is set, to be formed.The solid particle layer 8 is set by multiple gunnysack heaps for being loaded with cinder and formed, the elastomeric layer
9 are set by multiple rubber tyre heaps and form, and the cushion course 10 is laid with by cotton mattress and formed.
C, dig Directional Window and be drilled with blasthole
Length first delimited on the barrel at the 1.5m of ground in 2 lower part of towering structure as the 12 of barrel girth herein
/ seven, be highly 4 times of incision tract to be blasted of wall thickness herein, 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 both ends of the incision tract to be blasted again
The triangle Directional Window 5 to match with its end shape size, and in the incision tract to be blasted, two triangle orientations
Blasthole array 6 is drilled with as symmetry axis using the center line that collapses of towering structure 2 between window 5.
The triangle Directional Window 5 is 30 ° with the angle that the incision tract to be blasted is completely superposed, 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 2 cutting of structures.The blast hole depth of the blasthole array 6 is the wall thickness of 2 drill hole of towering structure
2/3rds, and Holespacing is 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
It is respectively that the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is deep for blasthole
19th/30ths of degree, and use water content to block blasthole for 12% yellow clay and consolidate, ensure the notch 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 lower part blasts a notch 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 at the same time is on whole vibration reduction and cushioning walls 3.
It is towering to construct when the armored concrete tubular structure towering structure of one 100m high is removed by the method for the present invention
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, it is 1.33cm/s to measure maximum velocity.
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 of towering structure 2 is determined
According to the height of towering structure 2 and the collapse direction of site environment selection towering structure 2, it is ensured that towering structure
Build on the collapse direction of thing 2 there are length is 2 height of towering structure 1.5 times, width be 2 maximum gauge of towering structure
4 times of vacant lot 1 of collapsing, and determine the center line that collapses of towering structure 2.
Vibration reduction and cushioning wall 3 and vibration damping hole 4 are set B,
Vibration damping hole 4 is excavated on the vacant lot 1 of collapsing in step, the center in the vibration damping hole 4 is constructed with towering
The distance between bottom of thing 2 is equal to the height of towering structure 2.The vibration damping cheats 4 along the collapse direction of towering structure 2
Section is in isosceles trapezoid, its floor space is 3/4ths of its aperture area, and the diameter that its depth is 2 top of towering structure
1.8 times.
4 side close to the side of towering structure 2 and away from towering structure 2 of the vibration damping hole is equipped with earth embankment 7, institute
Stating earth embankment 7 has been built, the height of earth embankment 7 close to 2 side of towering structure by excavating the 4 obtained soil of vibration damping hole
For 2.2m, thickness 5.5m, 7 height of earth embankment away from 2 side of towering structure is 1.2m, thickness 3.5m.The vibration damping hole 4
Be equipped with cushion course on the earth embankment 7 of both sides, can effectively avoid towering structure 2 caused after collapsing sandy soil splash and into
One step reduce towering structure 2 collapse to ground produce impact.
The bottom of towering structure 2 and the vibration damping hole 4 between ground on interval 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 be 25m, it is adjacent described in subtract
The spacing of cushion wall 3 of shaking is 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 the bottom of towering structure 2 to vibration damping hole 4 it is progressively longer, become
Thickness, become higher；Close to height 0.4m, the thickness 0.8m of the vibration reduction and cushioning wall 3 of the bottom of towering structure 2, close to described
The height of the vibration reduction and cushioning wall 3 in vibration damping hole 4 is 2m, thickness 4.5m；The both ends of each vibration reduction and cushioning wall 3, the vibration damping
The line of the both ends in hole 4 and the bottom of towering structure 2 is in 5 ° of angle with the collapse direction of towering structure 2, even if high
Alarm within 5 degree of 2 collapse directions of structures or so offset, the length of vibration reduction and cushioning wall 3 can also meet to accept the towering structure to collapse
Build the requirement of thing 2.
The vibration damping hole 4 and multiple vibration reduction and cushioning walls 3 are symmetrically set both with respect to the collapse direction of towering structure 2
Put.The one side of the vibration reduction and cushioning wall 3 towards towering structure 2 is in isosceles trapezoid, 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 and form with 10 heap of cushion course.The solid particle layer 8 is set by multiple gunnysack heaps for being loaded with sandy soil and formed, the elastic material
Layer 9 is set by multiple rubber tyre heaps to be formed, and the cushion course 10 is laid with by foam-rubber cushion and formed.
C, dig Directional Window and be drilled with blasthole
First delimited in 2 lower part of towering structure on the barrel 1m of ground at length be herein barrel girth eight/
5th, it is highly 4 times of incision tract to be blasted of wall thickness herein, 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；Again in the symmetrical cutting in the both ends of the incision tract to be blasted and its
The triangle Directional Window 5 that end shape size matches, and in the incision tract to be blasted, two triangle Directional Windows 5
Between blasthole array 6 is drilled with as symmetry axis using the center line that collapses of towering structure 2.
The triangle Directional Window 5 is 30 ° with the angle that the incision tract to be blasted is completely superposed, 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 2 cutting of structures.The blast hole depth of the blasthole array 6 is the wall thickness of 2 drill hole of towering structure
2/3rds, and Holespacing is 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
It is respectively that the good explosive of whole blast hole chargings of the blasthole array 6 described in step C, dynamite charge length is deep for blasthole
2/3rds of degree, and use water content to block blasthole for 13% yellow clay and consolidate, ensure 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
Lower part blasts a notch 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 at the same time is on whole vibration reduction and cushioning walls 3.
It is towering to construct when the armored concrete tubular structure towering structure of one 100m high is removed by the method for the present invention
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, it is 1.21cm/s to measure maximum velocity.
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 realized in other specific forms.Therefore, no matter
From the point of view of which point, the present embodiments are to be considered as illustrative and not restrictive, and the scope of the present invention is by appended power
Profit requires rather than described above limits, 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 numeral in claim should not be considered as to the involved claim of limitation.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all the present invention spirit and
Within principle, any modification, equivalent replacement, improvement and so on, should all be included in the protection scope of the present invention.
Claims (10)
- A kind of 1. directional blasting demolishment method of armored concrete tubular structure towering structure, it is characterised in that including following Step：A, the collapse direction of towering structure (2) is determinedAccording to the height of towering structure (2) and the collapse direction of site environment selection towering structure (2), it is ensured that towering structure Build on the collapse direction of thing (2) there are length be more than 1.2 times of towering structure (2) height, width be more than towering structure (2) The vacant lot of collapsing (1) of 3 times of maximum gauge, and determine the center line that collapses of towering structure (2)；Vibration reduction and cushioning wall (3) and vibration damping hole (4) B, are setVibration damping hole (4), the center of the vibration damping hole (4) and towering structure are excavated on the vacant lot of collapsing (1) in step The height that the distance between bottom of thing (2) is equal to towering structure (2) is built, the vibration damping cheats (4) along towering structure (2) The section of collapse direction is in isosceles trapezoid, its floor space for its aperture area half to 3/4ths, and its depth is big Diameter in towering structure (2) top；Between on ground between the bottom of towering structure (2) and vibration damping hole (4) Multiple vibration reduction and cushioning walls (3) being parallel to each other are set every heap, all bottom of the vibration reduction and cushioning wall (3) along towering structure (2) To the vibration damping hole (4) direction it is progressively longer, it is thickening, become higher；The vibration damping hole (4) and multiple vibration reduction and cushioning walls (3) It is symmetrical arranged both with respect to the collapse direction of towering structure (2)；C, dig Directional Window and be drilled with blastholeLength first delimited on the barrel at ground 0.5 to 1.5m in towering structure (2) lower part and is more than barrel girth herein Half and less than barrel girth herein 2/3rds, be highly 3 to 5 times of notch to be blasted of wall thickness herein Region, the expanded view of the incision tract to be blasted are inverted trapezoidal of the center line as symmetry axis of collapsing using towering structure (2)； The triangle Directional Window (5) to match with its end shape size is symmetrically dug at the both ends of the incision tract to be blasted again, And in the incision tract to be blasted, between two triangle Directional Windows (5) using towering structure (2) collapse center line 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 For 25 ° to 35 °, the height of the triangle Directional Window (5) is equal to the height of the incision tract to be blasted, and the triangle is determined It is equal to the wall thickness at towering structure (2) cutting, the blast hole depth of the blasthole array (6) to the cutting depth of window (5) For 2/3rds of the wall thickness of towering structure (2) drill hole, and Holespacing is more than blasthole array pitch；D, charge explosionIt is respectively blast hole depth by the good explosive of whole blast hole chargings of the blasthole array (6) described in step C, dynamite charge length 2/3rds to three/5ths, and use water content to be blocked for the yellow clay of 5%-20% and blasthole and consolidate, treated described in guarantee The dynamite charge amount in blasting cut region is 1.8 to 2.5kg/m3, then ignite fried in the whole blastholes of the blasthole array (6) Medicine, a notch overlapped with the incision tract to be blasted is blasted in the lower part of towering structure (2) so that armored concrete Tubular structure towering structure collapses in the predetermined collapse direction of self gravitation effect lower edge, and slump at the same time 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 Sign is：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 It is 8 to 12m to cheat the distance between (4).
- 3. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special Sign is：In stepb, the both ends of each vibration reduction and cushioning wall (3), the both ends in 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 Sign is：In stepb, close to the bottom of towering structure (2) the vibration reduction and cushioning wall (3) height 0.3 to 0.5m, thickness Spend for 0.6 to 1.2m, the height close to the vibration reduction and cushioning wall (3) in vibration damping hole (4) 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 Sign is：In stepb, the one side of the vibration reduction and cushioning wall (3) towards towering structure (2) is 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 Sign is：In stepb, the vibration reduction and cushioning wall (3) is by the solid particle layer (8), the elastic material that stack gradually from bottom to up Layer (9) and cushion course (10) heap, which is set, to be formed.
- 7. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 6, it is special Sign is：The solid particle layer (8) is set by multiple gunnysack heaps for being loaded with sandy soil or cinder and formed, the elastomeric layer (9) set and formed by multiple rubber tyre heaps, the cushion course (10) is laid with by palm fibre pad, cotton mattress or foam-rubber cushion and formed.
- 8. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special Sign is：In stepb, the vibration damping cheats one of (4) close to the side of towering structure (2) and away from towering structure (2) Side is equipped with earth embankment (7), and the earth embankment (7) has been built by excavating the obtained soil of the vibration damping hole (4), close to towering The earth embankment (7) of structures (2) side is highly 2 to 2.5m, thickness is 5 to 6m, the earth embankment away from towering structure (2) side (7) highly it is that 1 to 1.5m, thickness is 3 to 4m.
- 9. the directional blasting demolishment method of armored concrete tubular structure towering structure according to claim 1, it is special Sign is：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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| CN107228608B (en) * | 2017-07-26 | 2018-12-04 | 深圳市蛇口招商港湾工程有限公司 | The blasting method of rock directional splitting |
| CN107401957B (en) * | 2017-09-18 | 2019-01-25 | 安徽理工大学 | A kind of chimney, Demolition of Water Tower clump of piles vibration damping construction method |
| CN107885947B (en) * | 2017-11-23 | 2020-12-11 | 同济大学 | Method for weakening ground vibration caused by large-scale structure collapse |
| 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 |
| DE102020130232A1 (en) * | 2020-11-16 | 2022-05-19 | Eduard Reisch | Procedure for dismantling a tower |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4422657A1 (en) * | 1994-06-28 | 1996-02-01 | Sge Olympia Bau Union Gmbh | Producing compressed digital video sequence from colour film store |
| CN102535878A (en) * | 2012-03-23 | 2012-07-04 | 中钢集团武汉安全环保研究院有限公司 | Comprehensive safety protection system for blasting demolishing of high-rising building (structure) |
| CN105674830A (en) * | 2016-01-19 | 2016-06-15 | 广东中人集团建设有限公司 | Method for vibration reduction and ground-collision splashing prevention of building blasting demolition |
-
2016
- 2016-12-29 CN CN201611248718.8A patent/CN106839906B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE4422657A1 (en) * | 1994-06-28 | 1996-02-01 | Sge Olympia Bau Union Gmbh | Producing compressed digital video sequence from colour film store |
| CN102535878A (en) * | 2012-03-23 | 2012-07-04 | 中钢集团武汉安全环保研究院有限公司 | Comprehensive safety protection system for blasting demolishing of high-rising building (structure) |
| CN105674830A (en) * | 2016-01-19 | 2016-06-15 | 广东中人集团建设有限公司 | Method for vibration reduction and ground-collision splashing prevention of building blasting demolition |
Non-Patent Citations (3)
| Title |
|---|
| 100m钢筋砼烟囱和80m砖烟囱定向爆破拆除;池恩安等;《工程爆破》;20020331;第08卷(第01期);29-30 * |
| 150m钢筋砼烟囱定向爆破拆除;靳洋等;《爆破》;20090331;第26卷(第01期);69-71,88 * |
| 百米以上钢筋混凝土烟囱定向爆破拆除技术;杨年华;《工程爆破》;20041231;第10卷(第04期);20,26-30 * |
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