CN111998742A - Construction method for forming deep well through one-time blasting - Google Patents
Construction method for forming deep well through one-time blasting Download PDFInfo
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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
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
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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
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
- F42D1/18—Plugs for boreholes
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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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Abstract
The invention discloses a construction method for forming a deep well by one-time blasting, which comprises the following steps of S1: drilling a full-section and full-well deep hole, wherein the full-section and full-well deep hole comprises a pre-cracking hole, a crushing hole, a hollow hole and a cracking and breaking hole; s2: filling medicine bags in the pre-cracking holes, the crushing holes and the cracking and breaking holes; s3: blocking the bottom and the hole opening of the blast hole filled with the explosive package; s4: detonating by using a two-section millisecond section detonator; s5: removing blast slag from the lower roadway; s6: brushing the upper and supporting the vertical shaft. The construction method for blasting into the deep well at one time is suitable for engineering geological conditions with easily broken surrounding rocks and very complex ground stress, has the characteristics of simple working procedures, convenient operation, high construction speed, high excavation quality, safety, low consumption, remarkable economic benefit, easy grasp by construction teams and the like, and is suitable for popularization and application in similar projects of communicating vertical shafts of an upper horizontal roadway and a lower horizontal roadway.
Description
Technical Field
The invention relates to the technical field of deep well blasting, in particular to a construction method for blasting into a deep well at one time.
Background
In some underground engineering, vertical shafts are required to be excavated between an upper horizontal roadway and a lower horizontal roadway which are excavated and supported by anchor net spraying or between the roadways and the ground surface, and the vertical shafts are circular in section and large in diameter and depth. In the place where the surrounding rock is sandstone and the bedding fractures are extremely developed, the ground stress is very complex, and the crushing difficulty is very rare in general engineering.
The existing shaft construction technology mainly comprises two methods, namely a descending construction method and an ascending construction method.
The traditional shaft excavation multipurpose descending construction method comprises the steps of drilling, blasting, smoke discharging, danger discharging, slag discharging, finishing, supporting, measuring and the like from top to bottom, and the steps are repeatedly circulated for many times, and gradually and hierarchically excavated downwards until the shaft is excavated. The construction method is used for excavating the vertical shaft in the broken rock body because the underground working face is narrow, the ventilation is difficult, the lifting is frequent, the working conditions are severe, the working efficiency is low, and underground working personnel can avoid everywhere when falling objects or other dangerous situations occur, so the method belongs to one of the operations with high labor intensity and difficult safety guarantee. The unit consumption of explosive required for the downward construction method of the tunneling is usually 3.0kg/m no matter the conical cut method or the bench blasting method is adopted due to the fact that the clamping condition of the wall surrounding rock of the well wall is determined3The above. From the test drive see: the blasting with the explosive loading has serious damage disturbance to surrounding rocks, and causes the well wall to frequently generate the phenomena of overbreak or collapse under the condition that rocks are broken, thereby bringing a plurality of difficulties to the subsequent construction. In addition, repeated blasting disturbance in the circulating excavation cannot neglect the accumulated influence of surrounding rocks of nearby tunnels, and can cause the broken rock mass to further loosen, so that the tunnel supporting structure which is originally under the complex stress action of the surrounding rocks is frosted on snow. The drilling and blasting operation of the construction method is also limited by the age of the supporting concrete in the previous cycle, so that the construction period is prolonged, and the requirement of the progress of shaft construction is difficult to meet.
Another conventional excavation method for a shaft is an ascending construction method, which is a bottom-up excavation construction by means of a suspension tank or a work platform. The construction method has the defects of the descending construction method except that the slag is discharged in the artificial well, and the danger is higher. Therefore, the method is used in construction of a deep well with the depth of more than one hundred meters sometimes and is not commonly used in general.
In addition, the method also comprises full-section drilling, sectional charging of the well and a multi-section detonator retreat delay blasting method. The requirements of explosive package arrangement and blocking section length division of the construction method are very strict, the detonating network is very complex, the technical difficulty is high, and the construction team is difficult to master. The operation is slightly improper, the phenomenon of 'half-life' in the middle is very easy to occur in the process of delaying blasting on the backward and upward, and the explosive charge of the backward blasting often has the phenomenon of refusal blasting due to extrusion damage, which increases the difficulty and the danger for the post-blasting treatment. The method is also based on the rock crushing theory that the explosive charges with large dosage consumption and poor blasting effect act alone to crush the rock, thereby protecting the stability of the surrounding rock and ensuring that the safe construction does not have much effect.
Disclosure of Invention
Aiming at the problems, the invention aims to provide a construction method for blasting into a deep well at one time, which is suitable for engineering geological conditions with easily broken surrounding rocks and very complex ground stress, can quickly, safely and sequentially complete the construction of the deep shaft and is easy to be mastered by construction teams.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the construction method for blasting into the deep well at one time is characterized by comprising the following steps,
s1: deep drilling independent holes in a full section and a full well;
s2: filling a explosive package into a blast hole to be blasted;
s3: blocking the bottom and the hole opening of the blast hole filled with the explosive package;
s4: detonating by using a two-section millisecond section detonator;
s5: removing blast slag from the lower roadway;
s6: brushing the upper and supporting the vertical shaft.
Further, the steps described in step S1 independently include pre-cracked holes, crushed holes, voids, and crack breaker holes;
the pre-splitting holes are uniformly distributed on the contour line of the periphery of the vertical shaft, the crushing holes and the empty holes are arranged at intervals, and the crushing holes and the empty holes are both positioned in a rock mass crushing area in the center of the vertical shaft; the cracking breaking hole is located between the pre-cracking hole and the crushing hole, a rock body crushing area is arranged between the cracking breaking hole and the crushing hole on the outer edge, and a rock body cracking area is arranged between the cracking hole and the pre-cracking hole.
Furthermore, the number of the crushing holes is close to that of the empty holes, and the total space of the crushing holes and the empty holes is more than 20% of the rock crushing area.
Further, the blast holes in the step S2 include pre-cracked holes, crushed holes and cracked and broken holes; the explosive package adopts a No. 2 rock ammonium nitrate explosive.
Furthermore, the pre-cracking hole, the crushing hole and the cracking crushing hole are all in non-coupling charging structures, and the non-coupling coefficients are all larger than 1.80.
Furthermore, the diameter of the pre-splitting holes is 70mm, and the hole distance between the pre-splitting holes is 0.8-0.9 times of the diameter of the pre-splitting holes;
and non-coupled air columns are adopted in the pre-splitting holes for spaced charging, the linear charging density is 0.5kg/m, and the non-coupling coefficient is more than 2.70.
Further, the diameter of the cracking and breaking hole is 100mm and meets the requirement
In the formula: e, the hole distance of the cracking and breaking holes, m; w is a crack blast resistance line, m;
the width of the rock mass cracking zone is 1.0-1.5 m;
and a continuous non-coupled charging structure is adopted in the cracking and breaking hole, and the linear charging density is 2.0-3.0 kg/m.
Furthermore, the diameter of the crushing holes is 100mm, and the pitch between the crushing holes is 25-35 cm; the area of the rock mass crushing zone is 0.30-0.40m2；
The crushing hole adopts a continuous non-coupling charging structure, and the linear charging density is 2.0-3.0 kg/m.
Further, crackingThe maximum distance from the crushing hole to the crushing hole at the outer edge is 0.8-1.0m and meets the requirement
In the formula: e, the hole distance of the cracking and breaking holes, m; w' -the maximum distance, m, of the fracture opening to the comminution opening at the outer edge.
The invention has the beneficial effects that:
1. the construction method for blasting into the deep well at one time is feasible from the analysis of the blasting theory, and the rock can generate a crushing area, a crushing area and a vibration area under the action of a single explosive bag. When the full-section and full-well deep drilling hole is charged and blasted, a rock crushing area, a crushing area and a cracking area with certain width are sequentially formed by the vertical shaft from the axis to the outside by utilizing a hole effect and adjusting the blast hole pitch and the resistance line of continuous charging; due to the objective existence of the lower roadway, when the blast slag in the crushing area formed by blasting falls and moves towards the lower roadway under the action of gravity, the blast slag in the crushing area also falls downwards at the same time, so that rock particles in the cracking area slide downwards to form a well. Because peripheral presplitting blasting is firstly carried out, and a circle of cracking area with certain width is arranged in the outline of the vertical shaft, the strong wave-absorbing capacity of the blasting slag in the area provides a guarantee condition for preventing the surrounding rock of the shaft wall from being damaged by the blasting shock wave of the crushing area, and the temporary supporting function of the blasting slag in the shaft after blasting can completely prevent the surrounding rock of the shaft wall from loosening and collapsing. Therefore, as long as the blasting parameters of the charging of the hollow hole, the crushing area and the cracking and breaking area are reasonably selected, the deep well can be technically formed by one-time blasting.
2. The construction method for forming the deep well by one-time blasting creates the empty hole as the face empty surface, realizes the full-hole deep continuous charging blasting necessary for one-time well forming, fully and reasonably utilizes the blasting energy, and ensures that the blasting effect is better under the condition that the unit consumption of the explosive is reduced by 40%; experiments analyze that when the space in the exploded rock mass is not less than 20% of the volume of the exploded rock mass, the exploded rock cannot be compressed into rock for the second time; according to the axial symmetry propagation principle of the explosion effect, various shock absorption measures such as pre-cracking, cracking barriers, slag explosion and wave elimination, high-frequency spectrum energy and the like are comprehensively applied, and the stability of the surrounding rock of the well wall is ensured under the condition that the explosive quantity of the segmented initiating explosive is dozens of times higher than that of the conventional method; a reasonable explosive charging structure and a reasonable detonation method are researched, and the semi-explosion phenomenon of the ultra-long hole explosive due to the pipeline effect is solved.
3. The construction method for blasting into the deep well at one time is suitable for engineering geological conditions with easily broken surrounding rocks and very complex ground stress, has the characteristics of simple working procedures, convenient operation, high construction speed, high excavation quality, safety, low consumption, remarkable economic benefit, easy grasp by construction teams and the like, and is suitable for popularization and application in similar projects of communicating vertical shafts of an upper horizontal roadway and a lower horizontal roadway.
Drawings
FIG. 1 is a plan view of hole site placement in an embodiment of the present invention;
FIG. 2 is a cross-sectional view showing the arrangement of holes in an embodiment of the present invention;
FIG. 3 is a schematic diagram of a charge structure in a pre-cracked hole in the embodiment of the invention.
Wherein: 1-pre-cracking hole, 2-crushing hole, 3-empty hole, 4-cracking and breaking hole, 5-stemming, 6-detonating cord, 7-precise delay detonator, 8-explosive package, 9-nylon rope, 10-8 # lead wire and 11-detonating tube.
Detailed Description
In order to make those skilled in the art better understand the technical solution of the present invention, the following further describes the technical solution of the present invention with reference to the drawings and the embodiments.
The construction method for blasting into the deep well at one time is characterized by comprising the following steps,
s1: deep drilling independent holes in a full section and a full well;
specifically, according to the design of a deep well, a full-section and full-well deep drill meets a pre-cracking hole, a crushing hole, a hollow hole and a cracking and breaking hole;
the pre-cracking holes are uniformly distributed on the contour line of the periphery of the vertical shaft, the crushing holes and the empty holes are arranged at intervals, and the crushing holes and the empty holes are both positioned in a rock mass crushing area in the center of the vertical shaft; the cracking breaking hole is located between the pre-cracking hole and the crushing hole, a rock body crushing area is arranged between the cracking breaking hole and the crushing hole on the outer edge, and a rock body cracking area is arranged between the cracking hole and the pre-cracking hole.
The number of the crushing holes is close to that of the empty holes, and the total space of the crushing holes and the empty holes is more than 20 percent of that of the rock mass crushing area.
S2: filling a explosive package into a blast hole to be blasted;
specifically, the blast holes comprise pre-cracking holes, crushing holes and cracking and breaking holes; the explosive package adopts a No. 2 rock ammonium nitrate explosive, the pre-cracking hole, the crushing hole and the cracking and breaking hole all adopt uncoupled explosive charging structures, and the uncoupled coefficients are all more than 1.80.
The purpose of peripheral presplitting blasting is to ensure that a well wall width member is regular, reduce the subsequent brushing workload, avoid the disturbance of secondary drilling blasting on the well wall surrounding rock, and facilitate smooth sliding and bottom falling of blasting slag. The other purpose of the pre-splitting of the periphery of the well wall is to pre-separate the surrounding rock of the vertical shaft from the rock body in the well, so that the damage and disturbance to the surrounding rock when the rock body in the well is blasted are greatly reduced. Therefore, the distance between the peripheral holes is not too large, and through a large number of tests, when the diameter of a blast hole is 70mm, the hole distance is preferably 0.8-0.9 times of the diameter of the blast hole, so that the workload of brushing the side wall of the well wall is large, the damping effect is not good, and the protection of surrounding rock of the well wall is not good.
According to the presplitting blasting principle, in order to eliminate or reduce a rock crushing area formed around a blast hole, special explosives with low brisance, low blasting speed, low density and good detonation propagation performance are preferably adopted. At present, the special explosive is replaced by the ammonium nitrate explosive with medium power in China, and practice proves that the rock explosive No. 2 can obtain good presplitting blasting effect by adopting a proper explosive charging structure.
According to the general explosion experience theory, the damage of surrounding rocks cannot be caused only when the explosive loading of the pre-splitting explosion can just overcome the anti-explosion strength of rocks, generally the appropriate explosive loading is 0.1-0.2 kg/m, but when the explosive loading is used in the primary pre-splitting explosion of the deep well, the pre-splitting explosion of the deep well cannot effectively damp the large explosive loading in the well, and the explosive slag after the primary explosion of the deep well can not smoothly fall. From tests, under the conditions of designed aperture and hole distance, when the charge is increased to 0.5kg/m, the width of an exploded pre-crack is ensured to be larger than 5mm, so that the requirements of shock absorption and slag explosion falling are met, and the damage to the wall surrounding rock of a well wall is slight.
In order to distribute the smaller charge concentration evenly along the blasthole, a continuous or spaced charge structure of small-diameter cartridges is generally adopted, so that radial and longitudinal air gaps exist between the blasthole wall and the cartridges. The explosive explosion is carried out by transferring pressure by using air as a medium, and because the density of the air medium is much lower than that of a rock medium, the acoustic impedance is reduced, so that the crushing effect of shock waves on rock on the hole wall is greatly weakened, the overexcavation and collapse of surrounding rock caused by excessive crushing are prevented, and the excavation quality of the vertical shaft is substantially improved.
Tests show that the secondary diagenesis phenomenon gradually disappears along with the increase of the number of the hollow holes in the crushing area. Obviously, too many holes not only make the drilling construction difficult, but also increase the engineering cost. The research shows that: when the number of the hollow holes and the number of the medicine holes in the crushing area are approximately equal and the total space of the hollow holes and the medicine holes is more than 20 percent of the rock mass in the crushing area, the secondary diagenesis phenomenon can be avoided.
Further, a circle of blast holes near the peripheral pre-cracked hole is referred to as a crack breaking blast hole, and the distance from the crack breaking blast hole to the peripheral pre-cracked hole is referred to as a crack explosion resistance line. The cracking zone in the deep well formed by one-time blasting refers to the part between the peripheral pre-cracked blast hole and the cracking and breaking blast hole. The formation of the cracking zone needs small dosage, the rock has low loose expansion rate and large elastic deformation after explosion, and the large dosage blasting in the crushing zone can carry out strong wave absorption, which can play a great protection role for the adjacent wall surrounding rock of the well, so the rock cracking zone is necessary to be arranged. The width of the cracking zone is generally 1.0-1.5m, which should not be more than 1.5m, and should satisfy the following requirements:
in the formula: e, the hole distance of the cracking and breaking holes, m; w is a crack blast resistance line, m; the diameter of the blast hole is 100 mm.
The charge of cracking and breaking hole not only makes the cracking zone meet the cracking requirement, but also makes the charge of cracking zone and the charge of breaking zone jointly act between them to form the breaking zone meeting the slag-removing requirement, and its charge can meet the requirement by using No. 2 rock explosive.
According to the requirement of the function of a cracking and breaking blast hole, the charge amount of the blast hole is larger than that of a pre-cracking hole, so that the designed linear charge density of the blast hole is 2.0-3.0kg/m with that of the charge in a crushing area, and the charge structure adopts a continuous non-coupled charge structure.
Furthermore, in order to meet the requirement that the blasting slag in the shaft automatically slides downwards when the slag is removed from the lower roadway after blasting, dense blast holes are arranged near the shaft axis, rocks in the area are crushed and act together with the cracking crushing holes, and the rocks between the crushing holes and the cracking crushing holes are sufficiently crushed. When the rock debris in the crushing area is washed by water, the rock in the crushing area loosens and collapses under the action of the dead weight, and meanwhile, the rock dispersion in the cracking area slides downwards. In order to meet the requirements, the crushing holes are densely distributed near the well axis at small hole pitch, the distance between every two adjacent crushing holes is 25-35 cm, and the diameters of the crushing holes and the empty holes are 100 mm. The area of the crushing area is 0.30-0.40m2. In order to ensure that the rocks in the area are sufficiently crushed, the maximum distance from the cracking crushing hole to the crushing hole at the outer edge is 0.8-1.0m and meets the requirement
In the formula: e, the hole distance of the cracking and breaking holes, m; w' -the maximum distance, m, of the fracture opening to the comminution opening at the outer edge.
A2 # rock explosive and a continuous non-coupled explosive loading structure are adopted, and the linear explosive loading density is 2.0-3.0 kg/m.
S3: blocking the bottom and the hole opening of the blast hole filled with the explosive package;
specifically, after the bottom of each blast hole is plugged by a suspension wooden plug, the clay is used for: sand 1: 2, adding 20% of water-mixed material, and plugging the orifice and the bottom of each blast hole by 1 m.
S4: detonating by using a two-section millisecond section detonator;
according to the conventional method, the middle crushing hole charge is firstly detonated, and the hole charge bag is cracked and crushed for delayed blasting, so that the rock mass is favorably crushed, the explosive quantity of the one-step explosive is reduced, a better blasting effect is obtained, and the shock absorption and the protection of the wall surrounding rock are favorably realized. However, blasting tests with different differential delays show that: the crack breaking explosive containing of the post detonation is easy to have the phenomena of explosion rejection or incomplete explosive charging. Even if the explosive packages of the cracking and breaking holes are arranged in the steel pipe for protection, the success of excavation blasting is still difficult to guarantee. When the two detonators adopt the same section for initiation, the phenomena of misfiring and half-detonating are avoided, and the blasting vibration is reduced along with the increase of the explosive quantity of one-time explosive completion.
Analysis shows that the vibration peak value is large when the crushing area is initiated firstly, the specific explosive quantity of the powder charge in the crushing area is high, the primary initiating explosive quantity is large, and the generated strong shock wave is directly transmitted to the surrounding rock of the vertical shaft without being attenuated by a large amount. In addition, the explosive package in the crushing area is initiated first, so that not only is the pre-cracks at the periphery of the vertical shaft for attenuating shock waves destroyed, but also the cracking and breaking hole explosive package initiated later is extruded and destroyed, so that the phenomena of explosion rejection or half explosion occur. The undamaged cracking broken hole explosive package is changed from the uncoupled charge state to the coupled charge state due to the extrusion deformation of the blast hole, so that the initial detonation pressure of the cracking broken hole explosive package acting on the rock mass in the cracking area is increased by multiple times. Under the condition that the pre-cracks on the periphery of the vertical shaft are damaged, the detonation waves with the pressure increased by multiple times are coupled and transmitted into the surrounding rock of the shaft wall, so that the vibration peak value in the surrounding rock is increased by multiple times, the protection on the surrounding rock of the shaft wall is not favorable, and simultaneously, the stability on the surrounding rock of the roadway is also unfavorable due to the expansion of the blasting disturbance range, so that the blasting of the crushing hole explosive package and the cracking crushing hole explosive package at the same section is finally determined.
S5: removing blast slag from the lower roadway;
s6: brushing the upper and supporting the vertical shaft.
Specifically, after explosion, the explosion slag is left in the well to be used as a temporary support body, so that the wall surrounding rock of the well is prevented from loosening and collapsing. The blasting slag can also automatically fall in the well, so that the rock loading machine can replace the manual slag loading operation in the well in the roadway. Along with the gradual falling of the blasting slag, personnel can brush the wall and carry out anchor net spraying support on the vertical shaft by means of the slag surface, so that the repeated erection of a demolition operation platform can be avoided, and the excessive stress release, the looseness and the collapse of the wall surrounding rock of the well wall can be prevented. And after the slag blasting loading is finished, the wall brushing and supporting of the well wall are finished immediately.
Example (b):
two horizontal roadways with different elevations in a certain underground project need to be communicated by a vertical shaft, the horizontal section of the vertical shaft is circular, the diameter is 5.50m (shown as AA1 in the figure), the depth is 26.50m (shown as EE1 in the figure), and the total excavated volume is 629.30m3. The whole vertical shaft is positioned in sandstone, the rock mass is in bedding development and severe in weathering, and the coefficient f of the Pythiis is 7-9.
According to the construction conditions, the full-section full-well-depth one-time drilling and charging are designed, two sections of detonators are used for carrying out differential blasting according to the delay of 50ms, the periphery is pre-cracked, then rock bodies in the well are crushed, crushed and cracked simultaneously, and blasting slag can automatically slide down, namely the one-time blasting deep-well construction method is adopted in the overall scheme.
Specifically, the engineering is strictly controlled according to the deviation rate of the drill hole being less than or equal to 0.5 percent.
The arrangement of the blast holes is shown in figures 1 and 2.
The number 1 holes are pre-cracked holes 1 on the periphery of the shaft, and the total number is 28. The diameter of the hole is 70mm, the distance between the holes is 0.62m (shown as AA2 in the figure), the depth of the hole is 26.50m (shown as EE1 in the figure), and the holes are uniformly arranged on the contour line of the periphery of the shaft.
The number 2 holes and the number 3 holes are 9 in total, are arranged in a rock mass crushing area (shown as CC1 and KK 1) with the center of the shaft being 0.6 multiplied by 0.6m, have the hole diameter of 100mm, and have the hole distance and the row distance between the adjacent number 2 holes and the adjacent number 3 holes being 0.3m (shown as CD, C1D and KB 1) and the hole depth of 26.50m (shown as EE 1). Wherein: no. 2 holes are 5 crushing holes 2 in total, and have a crushing effect on the well core rock mass. The number 3 holes are 4 holes in total, and provide a blank face for the number 2 hole blasting, and provide an expansion space for avoiding secondary diagenesis after blasting, and the sum of the spaces provided by the holes and the uncoupled charge holes is more than 20% of the rock mass in the crushing area.
The number 4 of holes is 8 cracking and breaking holes with a hole diameter of 100mm, a hole depth of 26.50m (shown as EE1 in the figure) and a hole pitch of 1.02m (shown as BB2 in the figure). The distance between the hole and the adjacent No. 2 hole or No. 3 hole is lm (shown as BC and B1C1 in the figure), and the hole and the No. 2 hole cooperate to form a crushing area outside the crushing area. The distance between the hole No. 4 and the hole No. 1 is 1.45m (shown as AB and A1B1 in the figure), and the rock body between the hole No. 4 and the hole No. 1 can form a cracking zone.
The charge used in this example was rock ammonium nitrate explosive No. 2.
The pre-splitting holes are charged at intervals by adopting uncoupled air columns, the linear charge density is 0.5kg/m, and the uncoupled coefficient is 2.70. The crushing holes and the cracking crushing holes adopt a continuous non-coupling explosive loading structure, the linear explosive loading density is 2.25kg/m, 150g of No. 2 rock ammonium nitrate explosive rolls are bundled on a No. 8 lead wire at intervals of 0.10m when the explosive package is processed, the bundled explosive rolls are connected in series by 1 common detonating cord and are hung at the designed position in the pre-cracking hole. Each hole was detonated with 2 rounds of 1-stage non-electric millisecond detonators.
Specifically, a nylon rope 9, a No. 8 lead wire 10 and an explosion wire 6 are made into a sling, the length of the sling is 24.5m (shown as FF1 in the figure), 1-section accurate delay detonators 7, namely millisecond detonators, are respectively arranged on the explosion wire 6 at positions 7m and 15m away from one end of the sling, an explosion tube 11 of the accurate delay detonators is led out 5m out of an opening, explosive packages 8 are uniformly bound on the sling and are hung in designed positions in holes, the opening and the bottom of the holes are blocked by stemming 5 for 1m (shown as EF and E1F1 in the figure), the length of an interval between the explosive packages 8 and air is 30mm (shown as FG and GH in the figure), and the length of an interval between the bottommost explosive package 8 and the air is 35mm (shown as F1I in the figure).
In order to simplify construction and facilitate operation of construction teams, the linear charge density of the crushing area explosive packages and the crushing area explosive packages is uniformly 2.25 kg/m. When the explosive package is processed, 3 150g explosive packages can be bundled in parallel into a bundle, and each bundle of explosive is continuously put into a blast hole. Each blast hole is detonated by a common detonating fuse and is detonated by 2-shot 3-section nonelectric millisecond detonators. The charge configuration of each hole is shown in figure 3.
The package parameters and charge configuration for each well are shown in table 1 below.
TABLE 1 summary of the parameters and charging structure of each hole
Further, the blast holes are blocked, the bottom of each hole is blocked by a suspension wooden plug, and then clay is used: sand 1: 2, adding 20% of water-mixed material, and plugging the hole opening and the hole bottom of each blast hole by 1 m.
Furthermore, each hole detonating tube outside the leading-out hole is bundled into 4 bundles by using one grab according to the principle of proximity, wherein two bundles of the detonating tubes are 20, and the other two bundles of the detonating tubes are 21. Two instantaneous electric detonators connected in series are arranged in each group, four electric detonators are connected in series and then connected to a detonating trunk line, and an initiator is used for detonating at an ignition station. The initiation sequence is that the hole I is initiated within 0 second, and the hole 2 and the hole 4 are both initiated with delay of 50 ms.
The blasting is carried out, wherein the number of holes is 45, the total length is 1192.50m, the total explosive quantity is 1059.4kg, the number of common detonators is 90, the explosive fuse is 1004.50m, the excavated rock mass is 629.30m, each m of rock consumes 1.90m of blast holes, the explosive is 1.68kg, the number of detonators is 0.14, and the explosive fuse is 1.60 m.
After blasting, the wall surrounding rock of the well wall is stable, the section forming is regular, the wall brushing amount of the well wall is small, only a blasting funnel with the angle of less than 45 degrees appears in a section with the distance of less than 1m between a well mouth and a well bottom, a small amount of overbreak is caused, a small amount of fine cracks appear in the sprayed concrete support within 20m away from the edge of the vertical shaft, the sprayed concrete within 10m is shaken off, the original cracks of the tunnel surrounding rock near the well mouth are expanded to some extent, and the stability of the tunnel surrounding rock and the support structure is not influenced. After the wellhead is repaired by the sprayed concrete, the whole construction process is safe and free of accidents.
After blasting is finished, a new blasting well-forming construction method and a traditional construction method are analyzed and calculated from the aspect of economic benefit, and the results are shown in tables 2 and 3.
TABLE 2 expense calculation Table by conventional construction method
TABLE 3 expense calculation table for construction method of deep well by one-shot blasting
As can be seen from tables 2 and 3, the new construction method for forming the well by adopting one-time blasting can save 251678.75 yuan of single project investment and has obvious economic benefit compared with the traditional construction method.
The construction method for forming the deep well by one-time blasting opens up the way of using the hollow hole as the near hollow surface, changes hole distribution, charging, detonating and resisting lines of blasting, and uses the combined action of full-hole deep continuous charging and the interaction among the guns to break the rock, so that the blasting energy is more reasonably and fully utilized, thereby greatly reducing the explosive consumption, and adopting the measures of reducing the earthquake damage such as high-frequency spectrum energy, presplitting, cracking and the like to improve the shaft excavation quality. The method saves a plurality of working procedures of circular operation, creates necessary conditions for one-time drilling and charging and mechanical slag charging outside the well, and ensures that more than 80 percent of working amount is not needed to be carried out in the well, thereby greatly reducing the labor intensity and construction danger of operators, greatly saving manpower and construction equipment, reducing the construction cost by 25 ten thousand and increasing the construction progress by nearly 8 times. After explosion, the borehole wall does not collapse due to the fact that the blasting slag is supported in the borehole. When the slag is loaded in the roadway, personnel brush the vertical shaft for supporting by means of the slag surface falling gradually in the shaft, which is convenient and safe.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are described in the specification and illustrated only to illustrate the principle of the present invention, but that various changes and modifications may be made therein without departing from the spirit and scope of the present invention, which fall within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (9)
1. The construction method for blasting into the deep well at one time is characterized by comprising the following steps,
s1: deep drilling independent holes in a full section and a full well;
s2: filling a explosive package into a blast hole to be blasted;
s3: blocking the bottom and the hole opening of the blast hole filled with the explosive package;
s4: detonating by using a two-section millisecond section detonator;
s5: removing blast slag from the lower roadway;
s6: brushing the upper and supporting the vertical shaft.
2. The construction method for forming a deep well by one shot blasting according to claim 1, wherein: the independent holes in the step S1 comprise pre-cracked holes, crushed holes, empty holes and cracking and breaking holes;
the pre-splitting holes are uniformly distributed on the contour line of the periphery of the vertical shaft, the crushing holes and the empty holes are arranged at intervals, and the crushing holes and the empty holes are both positioned in a rock mass crushing area in the center of the vertical shaft; the cracking breaking hole is located between the pre-cracking hole and the crushing hole, a rock body crushing area is arranged between the cracking breaking hole and the crushing hole on the outer edge, and a rock body cracking area is arranged between the cracking hole and the pre-cracking hole.
3. The construction method for exploding into a deep well at one time according to claim 2, characterized in that: the number of the crushing holes is close to that of the empty holes, and the total space of the crushing holes and the empty holes is more than 20 percent of that of the rock mass crushing area.
4. The construction method for exploding into a deep well at one time according to claim 2, characterized in that: the blast holes in the step S2 comprise pre-cracking holes, crushing holes and cracking and breaking holes; the explosive package adopts a No. 2 rock ammonium nitrate explosive.
5. The construction method for exploding once into a deep well according to claim 4, wherein the pre-cracked hole, the crushing hole and the cracking and breaking hole are all in non-coupled charge structures, and the non-coupled coefficient is more than 1.80.
6. The construction method for forming a deep well through one-time blasting according to claim 5, wherein the diameter of the pre-split holes is 70mm, and the pitch between the pre-split holes is 0.8-0.9 times the diameter of the pre-split holes;
and non-coupled air columns are adopted in the pre-splitting holes for spaced charging, the linear charging density is 0.5kg/m, and the non-coupling coefficient is more than 2.70.
7. The method of claim 5, wherein the fracture hole has a diameter of 100mm and satisfies the requirement of
In the formula: e, the hole distance of the cracking and breaking holes, m; w is a crack blast resistance line, m;
the width of the rock mass cracking zone is 1.0-1.5 m;
and a continuous non-coupled charging structure is adopted in the cracking and breaking hole, and the linear charging density is 2.0-3.0 kg/m.
8. The construction method for exploding once into a deep well according to claim 5, wherein the diameter of the crushing holes is 100mm, and the pitch between the crushing holes is 25-35 cm; the area of the rock mass crushing zone is 0.30-0.40m2；
The crushing hole adopts a continuous non-coupling charging structure, and the linear charging density is 2.0-3.0 kg/m.
9. The method of claim 8, wherein the maximum distance from the fracture hole to the outer edge of the crushing hole is 0.8-1.0m, and the maximum distance is satisfied
In the formula: e, the hole distance of the cracking and breaking holes, m; w' -the maximum distance, m, of the fracture opening to the comminution opening at the outer edge.
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| CN112729028A (en) * | 2020-12-18 | 2021-04-30 | 中铁十六局集团有限公司 | Peripheral hole charging initiation method for tunnel blasting |
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| CN114320294A (en) * | 2021-12-07 | 2022-04-12 | 北京中煤矿山工程有限公司 | Hard rock tunnel carbon dioxide fracturing device cut structure and blasting method |
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