CN111750753A - Explosion drainage method for improving crushing effect of underwater cut blasting - Google Patents
Explosion drainage method for improving crushing effect of underwater cut blasting Download PDFInfo
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- CN111750753A CN111750753A CN202010483299.6A CN202010483299A CN111750753A CN 111750753 A CN111750753 A CN 111750753A CN 202010483299 A CN202010483299 A CN 202010483299A CN 111750753 A CN111750753 A CN 111750753A
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
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Abstract
The invention discloses an explosion drainage method for improving the crushing effect of underwater cut blasting, which comprises the following steps of firstly, reasonably arranging central hollow holes for the straight hole cut blasting of an underwater circular rock foundation; then according to the volume of the hollow hole and the expansion rule of explosive gas after explosion, calculating the explosive charge dosage for water drainage, and placing a water drainage explosive charge to the bottom of the central hollow hole; then, sequentially constructing a protective layer and a drainage isolator on the drainage explosive package; carrying out stress analysis on the pressurized water above the drainage isolator, calculating the time required by explosive gas to fill the central hollow hole after explosive charge explosion according to the expansion rule of the bubble cavity after explosion and the rising motion rule of the pressurized water above the cavity, and determining the detonation time difference between the drainage explosive charge and the rock mass explosive charge to be exploded; and (4) sequentially detonating the drainage explosive package and the rock mass explosive package to be exploded according to the time difference. The explosion drainage method provided by the invention can enhance the stress wave reflection, stretching and crushing action of the hollow hole in the center of the cut blasting, and greatly improve the crushing effect and the tunneling efficiency of the underwater cut blasting.
Description
Technical Field
The invention belongs to the technical field of blasting construction, relates to an underwater foundation excavation blasting construction technology, and particularly relates to an explosion drainage method for improving the underwater cut blasting crushing effect, which can be widely applied to blasting excavation of offshore wind power rock-socketed pile foundations, sea-crossing bridge underwater pier foundations, various underwater mineshafts and the like.
Background
With the development of the development and research of world energy, sustainable development is taken as a basic guiding idea of energy development, wind power generation is highly regarded as a novel sustainable energy by various countries in the world, the development speed of wind power in China is quite rapid, and wind power has been developed on a large scale in recent years. Offshore wind turbines must be supported on an offshore wind turbine foundation. Due to the complexity of the marine environment, the manufacturing cost of offshore wind turbine foundations accounts for more than 20% of the cost of offshore wind farms. How to reduce the cost of foundation of wind turbine, reduce the foundation construction period of offshore wind turbine, promote the wind-powered electricity generation as early as possible and create benefits is an important subject for developing offshore wind power.
At the present stage, the foundation types of wind turbines for offshore wind power plants at home and abroad mainly include four types, namely a pile foundation (including a single-pile foundation, a jacket foundation, a tripod foundation and the like), a gravity foundation, a suction cylinder foundation, a suspension foundation and the like. Wherein, single pile foundation atress analysis is clear and definite, and structural style is simple, and construction speed is fast. Foreign wind power plants have applied single pile foundations to water depth sea areas of 0-40 m, and the single machine capacity of a wind generating set is up to 8 MW; domestic wind power plants have also had rich single-pile foundation soft foundation seabed construction experience. According to statistics, more than 75% of the current offshore wind turbine foundations all adopt a single-pile foundation form. However, large-area shallow-covering-layer foundations exist in coastal areas such as Liaoning, Shandong, Zhejiang, Fujian, Guangdong and Guangxi in China, because the buried depth of the bedrock surface is shallow, the steel pipe piles cannot be sunk into the design elevations required by the design, and therefore rock-socketed piles are usually adopted. The socketed pile foundation mainly comprises two parts, namely pile hole excavation and reinforced concrete pouring, and the construction of the pile hole is mainly carried out by manually excavating the hole or drilling the hole by a rotary excavator at present. The rotary excavating machine has high hole excavating efficiency, but the rotary excavating machine has high field entering and exiting cost and is limited by conditions such as space, roads and the like, particularly when the rotary excavating machine is constructed in medium-hard rock, a drilling machine is difficult to drill, the mechanical abrasion is large, the machine is not economical, and especially for the construction of large-diameter socketed piles, due to the lack of socketed pile construction equipment, the large-diameter full-section socketed pile is difficult to realize; the manual hole digging is carried out by adopting an underwater stone blasting mode, and the underwater controlled blasting is usually adopted in the pile hole construction.
When the pile foundation underwater undermining blasting construction is carried out, as shown in fig. 3, blast holes of a rock mass 1 to be blasted are sequentially provided with a central hole, an undermining hole, an auxiliary hole 6 and a contour hole 7 from inside to outside, the central hole is generally not filled with powder, a central hollow hole 2 is formed after the central hole and the undermining hole are blasted, or the central hollow hole 2 is formed by large-scale drilling equipment, when peripheral auxiliary holes and the contour hole are detonated, the rock mass to be excavated between the peripheral auxiliary holes and the central hollow hole is laterally subjected to higher hydrostatic pressure in the central hollow hole, the compressibility of water is much smaller than that of air, the condition of an adjacent hollow surface is poor, the blasting effect is seriously influenced, and the difficulty of subsequent slag removal and slag discharging work is increased; if a larger explosive unit consumption is adopted, the blasting effect can be improved to a certain extent, but at the moment, the underwater blasting can generate stronger blasting shock waves, so that the adverse effect on surrounding structures and marine organisms can be generated, and the construction cost can be obviously increased.
Disclosure of Invention
The invention aims to provide an explosion drainage method for improving the crushing effect of underwater cut blasting, which aims to solve the problems in the prior art, strengthen the stress wave reflection, stretching and crushing effect of a central hole of the cut blasting by the explosion drainage method, provide a free space for the subsequent movement or throwing of a crushed rock mass, avoid the adverse effect of water resistance on the crushing effect, greatly improve the crushing effect and the tunneling efficiency of the underwater cut blasting and reduce the intensity of explosion shock waves.
In order to achieve the purpose, the invention provides the following technical scheme:
an explosion drainage method for improving the crushing effect of underwater cut blasting is characterized by comprising the following steps:
s1, aiming at the straight hole cut blasting of the underwater circular rock foundation, arranging a central hollow hole and a rock mass explosive charge to be blasted;
step S2, calculating the dosage of a drainage explosive package for drainage according to the volume of the central hollow hole and the expansion rule of explosive gas after explosion of the explosive, and placing the drainage explosive package tied with a balance weight at the bottom of the central hollow hole;
step S3, constructing a protective layer and a drainage isolator on the drainage medicine bag in sequence;
step S4, performing stress analysis on the compressed water above the drainage isolator, calculating the time required by the explosion gas to expand and fill the hole volume of the central hole after the drainage explosive package explodes according to the expansion rule of the bubble cavity after explosion and the rising motion rule of the compressed water above the drainage isolator, and determining the detonation time difference between the drainage explosive package and the rock mass explosive package to be exploded and removed;
and step S5, sequentially detonating the water discharging explosive package and the rock mass explosive package to be detonated according to the determined detonation time difference.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the diameter of the central hollow hole is 0.5-2.0 m, and the depth of the central hollow hole is 0.5-1.0 m larger than the rock excavation depth.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the calculation of the dosage of the drainage explosive package can be carried out according to the condition that the pressure of explosive gas generated after the explosive package is exploded when the explosive gas is filled in the central hollow hole is equal to the hydrostatic pressure P at the top of the rock mass to be explodedwThe specific method is as follows:
step 2.1, the initial pressure in the underwater explosion high-pressure gas bubble meets the following conditions:
in equation (1): qcIs explosive explosion heat, Q is explosive charge mass, V0The volume of the explosive package is shown, and gamma is the explosion heat index;
step 2.2, neglecting the viscosity of the explosive gas, and taking the explosive gas as a multiparty gas, the state equation of the gas is as follows:
PVvconst formula (2)
In the formula: v is the explosive gas volume, P is the explosive gas pressure, and V is the isentropic index.
Step 2.3, the drainage medicine package dosage can be obtained by connecting a formula (1) and a formula (2) in parallel based on the drainage medicine package dosage determination principle:
in the formula (3), ρeIs the density of the drainage medicine package.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the protective layer material can be fine sand or rock debris.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the drainage isolator can be made of PVC or wood with the steel wire mesh wrapped outside.
Preferably, the drainage separator is in the shape of a circular plate, the diameter of the circular plate is 5-20 cm smaller than the aperture of the central hollow hole, and the thickness of the circular plate is 10-20 cm.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the pressurized water above the drainage isolator is subjected to the thrust P of explosive gasxHydrostatic pressure P of the upper waterhAnd a self weight G, as shown in fig. 2.
Preferably, the explosion drainage method for improving the crushing effect of the underwater plunge cut blasting provided by the invention can further have the following characteristics: the method for calculating the motion law of pressurized water above the partition comprises the following steps:
step a, dispersing a solving time t domain into a small time period dt;
b, performing stress analysis in each tiny time period, and calculating the acceleration of the pressurized water above the drainage isolator at each moment;
explosive gas expansion pressure (rock mass deformation is negligible relative to central void volume):
1) the volume of rock mass deformation relative to the central hollow hole can be ignored, and the expansion pressure of explosive gas is as follows:
in equation (4): vxVolume of expansion space created for explosive gas to drive drainage barrier, V0Is the initial volume of the drainage cartridge;
2) the upper pressure water and the spacer of the drainage spacer in the excavated pile foundation hole are considered as a whole, and the whole gravity is as follows:
Gi＝(ρwVx+mp) g formula (5)
In equation (5): rhowIs the density of water, mpThe mass of the drainage isolation material is shown, and g is gravity acceleration;
3) the upper layer water hydrostatic pressure of the upper pressure water of the drainage isolator:
in the formula: h is the water depth at the top of the rock mass to be exploded.
Acceleration of pressurized water on the drainage spacer at time i:
step c, regarding the movement of pressurized water above the drainage isolator as uniform acceleration movement in each tiny time period, and carrying out speed v at each momenti+1X, displacement xi+1Explosive gas woundVolume of the resulting expansion space VxUpdating until the space V created by the drainage barrier and the pressurized water movement above the drainage barrierxVolume V equal to the central void1And a negative pressure is initially established and the duration of the pressurized water above the drain spacer from the start of movement to this point is recorded.
Speed at time i + 1:
vi+1＝vi+aidt equation (8)
Displacement at time i + 1:
xi+1＝xi+(vi+vi+1) dt/2 equation (9)
Volume of expansion space created by explosive gas:
Vx＝πr2xi+1formula (10)
In equation (10): r is the central void radius.
The invention has the beneficial effects that:
the explosion drainage method provided by the invention can strengthen the stress wave reflection, stretching and crushing action of the hollow hole in the cut blasting center, provide free space for the subsequent movement or throwing of the crushed rock mass, and greatly improve the crushing effect and the tunneling efficiency of the underwater cut blasting; the created free space can be used as a cavity interlayer to play a role in attenuating explosion shock waves, so that the unit consumption of explosive during underwater explosion can be obviously reduced, the water drainage is convenient, the effect is high, the environment is protected, and the method is economical and practical.
Drawings
FIG. 1 is a schematic view showing the installation of a water discharging explosive package in the explosive water discharging method of the present invention.
FIG. 2 is a schematic view showing analysis of the water pressure force on the upper part of the drainage isolation after the water discharge explosive bag explodes.
Fig. 3 is a schematic diagram of arrangement of blast holes during underwater cut blasting construction of a pile foundation in the prior art.
In the figure: 1-rock mass to be exploded, 2-central hole, 3-drainage explosive package, 4-protective layer, 5-drainage isolator, 6-auxiliary hole, 7-contour hole and 8-water pressing above the drainage isolator.
Detailed Description
The embodiments of the present invention will be described in further detail with reference to the drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
The technical solutions in the embodiments of the present invention are clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All embodiments that can be obtained by a person skilled in the art based on the embodiments of the present invention without making any inventive step are within the scope of the present invention. The foundation of a certain offshore wind farm adopts a single-pile foundation, the buried depth of the rock surface of the foundation is shallow, so that a rock-socketed pile is selected, the excavation depth of a pile foundation hole is 15.0m, the inclination angle is 90 degrees, the depth of seawater on the top surface of a rock mass 1 to be blasted is 15m, and due to the lack of large-section drilling machinery, the traditional excavation method for undermining blasting is low in construction efficiency and slow in construction progress, so that the blasting and crushing effect of underwater excavation blasting is improved by adopting the explosion drainage method provided by the invention. The method specifically comprises the following steps:
s1, aiming at the straight hole cut blasting of the underwater circular rock foundation, reasonably arranging and constructing a central hollow hole 2 (determined according to the size, hardness, underwater conditions and the like of an excavated rock mass according to the prior art), determining the position of the central hollow hole 2 to be the center of the circular foundation based on the underwater foundation blasting construction scheme, wherein the diameter of the central hollow hole is 1.0m, the depth of the central hollow hole is 16.0m, and the diameter of the circular foundation is 8 m;
s2, the water discharge explosive bag 3 adopts waterproof high-energy emulsion explosive with the density of 1200kg/m3the explosive heat of the explosive package is 6.5 × 106J/kg, according to the volume V of the central cavity 21＝12.57m3And the explosive gas expansion rule after the explosive is exploded, calculating the explosive charge m for water drainage to be 20kg by using a formula (3), and arranging the explosive charge tied with a balance weight at the bottom of the central hollow hole 2;
s3, sequentially constructing a protective layer 4 and a drainage isolator 5 on the drainage medicine bag 3, wherein the protective layer 4 is made of rock debris and is packaged by a nylon bag, and the drainage isolator 5 is made of PVC (polyvinyl chloride) with the outer part wrapped by a steel wire mesh and is in a disc shape, the diameter of the disc is 0.9m, and the thickness of the disc is 15 cm;
s4, carrying out stress analysis on the pressurized water 8 above the drainage isolator, wherein the pressurized water 8 above the drainage isolator is subjected to the thrust P of explosive gas as shown in figure 2xHydrostatic pressure P of the upper waterhAnd the dead weight G is used for calculating the expansion rule of the bubble cavity after explosion and the rising motion rule of the upper pressurized water, and the method comprises the following steps:
step a, discretizing the solution time t domain into a tiny time period dt of 0.00001s (actually not limited to the value, generally between 0.0001 and 0.000001 s);
b, performing stress analysis in each tiny time period, and calculating the acceleration of the compressed water 8 above the drainage isolator at each moment, which is shown in a formula (7);
step c, regarding the movement of the pressurized water 8 above the drainage partition as uniform acceleration movement in each minute time period, and carrying out speed v at each momenti+1X, displacement xi+1Volume V of expansion space created by explosive gasxUpdating and calculating the space V from the formula (8) to the formula (10) until the drainage isolator 5 and the space V created by the pressurized water movement above the drainage isolatorxEqual to the volume V of said central cavity 21When the detonation gas discharges water in the central hollow hole 2, partial detonation products in the central hollow hole 2 and air rush out of the central hollow hole 2, the upper part of the central hollow hole 2 becomes thin due to the gas, so that negative pressure is considered to be formed in the central hollow hole 2 at the moment preliminarily, and the duration time t from the beginning of movement of the pressurized water 8 above the drainage partition to the moment is recorded as 157.18 ms.
D, according to the fact that the time t required by the volume of the central hollow hole 2 in the S1 when the explosive charge is filled with the explosive gas after explosion is 157.18ms, the detonation time difference between the water discharging explosive charge 3 and the rock mass explosive charge to be exploded is 160ms according to the precision of the delay section position of the detonator, in the embodiment, the precision of delay detonation of the detonator is limited, and therefore the detonation time difference is rounded to 160 ms;
and S5, sequentially detonating the water discharging explosive package 3 and the rock mass explosive package to be detonated according to the determined detonation time difference.
In the embodiment, the underwater foundation excavation explosion drainage method provided by the invention is adopted, and the macroscopic detection of the blasting effect after explosion finds that the rock breaking effect is good, and the peripheral disturbance caused by the explosion shock wave in the blasting process is small.
The above embodiments are merely illustrative of the present invention and are not to be construed as limiting the invention. Although the present invention has been described in detail with reference to the embodiments, it should be understood by those skilled in the art that various combinations, modifications or equivalents may be made to the technical solution of the present invention without departing from the spirit and scope of the technical solution of the present invention, and the technical solution of the present invention is covered by the claims of the present invention.
Claims (10)
1. An explosion drainage method for improving the crushing effect of underwater cut blasting is characterized by comprising the following steps:
s1, aiming at the straight hole cut blasting of the underwater circular rock foundation, arranging a central hollow hole and a rock mass explosive charge to be blasted;
step S2, calculating the dosage of a drainage explosive package for drainage according to the volume of the central hollow hole and the expansion rule of explosive gas after explosion of the explosive, and placing the drainage explosive package tied with a balance weight at the bottom of the central hollow hole;
step S3, constructing a protective layer and a drainage isolator on the drainage medicine bag in sequence;
step S4, performing stress analysis on the compressed water above the drainage isolator, calculating the time required by the explosion gas to expand and fill the hole volume of the central hole after the drainage explosive package explodes according to the expansion rule of the bubble cavity after explosion and the rising motion rule of the compressed water above the drainage isolator, and determining the detonation time difference between the drainage explosive package and the rock mass explosive package to be exploded and removed;
and step S5, sequentially detonating the water discharging explosive package and the rock mass explosive package to be detonated according to the determined detonation time difference.
2. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: the diameter of the central hollow hole is 0.5-2.0 m, and the depth of the central hollow hole is 0.5-1.0 m larger than the rock excavation depth.
3. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S5, the calculation of the amount of the water discharge explosive package is determined according to the principle that the pressure when explosive gas generated after explosive package explosion fills the central hollow hole is equal to the hydrostatic pressure at the top of the rock mass to be exploded.
4. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S3, the protective layer is fine sand or rock debris.
5. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S3, the drainage spacer is made of PVC or wood with steel wire mesh wrapped outside.
6. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S3, the drainage spacer is shaped like a disk, the diameter of the disk is 5 to 20cm smaller than the diameter of the central hole, and the thickness of the disk is 10 to 20 cm.
7. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S2, the dosage of the drainage explosive package is calculated according to the fact that the pressure of explosive gas generated after explosive package explosion when the explosive gas fills the central hollow hole is equal to the hydrostatic pressure P at the top of the rock mass to be explodedwThe specific calculation method is as follows:
step 2.1, the initial pressure in the underwater explosion high-pressure gas bubble meets the following conditions:
in equation (1): qcIs explosive explosion heat, Q is explosive charge mass, V0The volume of the explosive package is shown, and gamma is the explosion heat index;
step 2.2, neglecting the viscosity of the explosive gas, and taking the explosive gas as a multiparty gas, the state equation of the gas is as follows:
PVvconst formula (2)
In the formula: v is the explosive gas volume, P is the explosive gas pressure, and V is the isentropic index.
Step 2.3, the drainage medicine package dosage can be obtained by connecting a formula (1) and a formula (2) in parallel based on the drainage medicine package dosage determination principle:
in the formula (3), ρeIs the density of the drainage medicine package.
8. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 1, characterized in that: in step S4, the step of calculating the time required for the detonation gas to expand to fill the volume of the central hole after the water-discharging explosive package explodes includes the steps of:
step a, dispersing a solving time t domain into a tiny time period;
b, performing stress analysis in each tiny time period, and calculating the acceleration of the pressurized water above the drainage isolator at each moment;
and c, taking the movement of the pressurized water above the drainage isolator as uniform acceleration movement in each tiny time period, updating the volume of an expansion space created by velocity, displacement and explosive gas at each moment until the space created by the drainage isolator and the pressurized water above the drainage isolator is equal to the volume of the central hollow hole, and recording the duration t of the pressurized water above the isolator from the beginning of movement to the moment, wherein the time t is the detonation time difference of the drainage explosive package and the rock mass explosive package to be exploded.
9. An explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 8, characterized in that: in step b, the acceleration calculation method is as follows:
1) the volume of rock mass deformation relative to the central hollow hole can be ignored, and the expansion pressure of explosive gas is as follows:
in equation (4): vxVolume of expansion space created for explosive gas to drive drainage barrier, V0Is the initial volume of the drainage cartridge;
2) the upper pressure water and the spacer of the drainage spacer in the excavated pile foundation hole are considered as a whole, and the whole gravity is as follows:
Gi＝(ρwVx+mp) g formula (5)
In equation (5): rhowIs the density of water, mpThe mass of the drainage isolation material is shown, and g is gravity acceleration;
3) the hydrostatic pressure of the upper layer of water borne by the water above the drainage barrier:
in the formula: h is the water depth at the top of the rock mass to be blasted;
acceleration of pressurized water above the drainage barrier at time i:
10. an explosive drainage method for improving the fragmentation effect of underwater plunge blasting according to claim 8, characterized in that: in the step c, the calculation formula of the volume of the expansion space created by the speed, the displacement and the explosive gas at each moment is as follows:
speed at time i + 1:
vi+1＝vi+aidt equation (8)
Displacement at time i + 1:
xi+1＝xi+(vi+vi+1) dt/2 equation (9)
Volume of expansion space created by explosive gas:
Vx＝πr2xi+1formula (10)
In equation (10): r is the central void radius.
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| US20150198000A1 (en) * | 2013-05-20 | 2015-07-16 | William T. Bell | Drill Collar Severing Tool |
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| EP3250778B1 (en) * | 2015-01-26 | 2020-05-06 | W.T. Bell International, Inc. | High energy severing tool with pressure balanced explosives |
| CN111207642A (en) * | 2020-03-30 | 2020-05-29 | 武汉大学 | Design method of migration type blasting hole blocking structure |
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- 2020-06-01 CN CN202010483299.6A patent/CN111750753B/en active Active
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20150198000A1 (en) * | 2013-05-20 | 2015-07-16 | William T. Bell | Drill Collar Severing Tool |
| EP3250778B1 (en) * | 2015-01-26 | 2020-05-06 | W.T. Bell International, Inc. | High energy severing tool with pressure balanced explosives |
| CN108061492A (en) * | 2017-12-12 | 2018-05-22 | 中交公局第二工程有限公司 | A kind of Pile Diameter is the bridge cylinder pile foundation blasting method of 0.8-1m |
| CN110207554A (en) * | 2019-06-30 | 2019-09-06 | 中水东北勘测设计研究有限责任公司 | A kind of blasting cavities method created high density and cover the lower chock blasting scope of freedom deeply |
| CN111207642A (en) * | 2020-03-30 | 2020-05-29 | 武汉大学 | Design method of migration type blasting hole blocking structure |
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