CN111121576A - Boulder deep hole blasting method - Google Patents
Boulder deep hole blasting method Download PDFInfo
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- CN111121576A CN111121576A CN202010033313.2A CN202010033313A CN111121576A CN 111121576 A CN111121576 A CN 111121576A CN 202010033313 A CN202010033313 A CN 202010033313A CN 111121576 A CN111121576 A CN 111121576A
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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
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
Abstract
The invention relates to the field of urban underground space rail traffic engineering, in particular to a boulder deep hole blasting method, which comprises the steps of establishing a boulder blasting calculation model and carrying out zone-by-zone sequential blasting; extracting effective stress of a peripheral area after blast hole blasting, judging whether the area size of which the effective stress is greater than the tensile strength of the boulder meets the slag tapping requirement of a shield screw machine or not, and if so, meeting the requirement of boulder blasting; if not, adjusting the charging structure until meeting; meanwhile, a plurality of monitoring points are selected near the building, and when the blasting subareas are detonated in sequence, the vibration speed generated by each blasting subarea is controlled within a reasonable range by adjusting related charging structures; and applying the blasting partition number, the blast hole spacing and the single-hole explosive loading in a reasonable range simulated in the blasting calculation model to the site for blasting. According to the invention, a proper blasting scheme is selected through numerical simulation analysis, so that the blasting risk is reduced on the premise of meeting normal construction, and the blasting strength can be effectively controlled.
Description
Technical Field
The invention relates to the field of urban underground space rail traffic engineering, in particular to a boulder deep hole blasting method.
Background
In the shield tunneling process, the phenomenon that the boulder cannot be crushed by the hobbing cutter and rolls in front of the cutter head to seriously damage the cutter and the cutter head often occurs; meanwhile, the boulder exists in a residual layer with poor self-stability, and the hole is directly treated without any condition, so that the shield is tunneled in the granite residual layer with the boulder, great construction risks are faced, and the project progress and the cost are seriously influenced. Therefore, blasting pretreatment must be carried out on the boulder in shield tunneling so as to reduce engineering risks and accelerate construction progress.
In the conventional processing of boulder blasting, a blast hole and the explosive loading are designed according to experience, and a one-time blasting mode is adopted; the blasting method is powerful and difficult to control. In blasting method construction under urban environment, often meet near building vibration influence problem, the too big vibration velocity that the explosive force brought can destroy near the building, brings potential danger for the surrounding environment.
Disclosure of Invention
The invention aims to: aiming at the problem that the adjacent building is damaged due to overlarge blasting force in blasting pretreatment in the prior art, the boulder deep hole blasting method is provided, the blasting strength is effectively controlled on the premise of meeting normal construction, the vibration speed is reduced, and the damage to the adjacent building is prevented.
In order to achieve the purpose, the invention adopts the technical scheme that:
a boulder deep hole blasting method comprises the steps of establishing a boulder blasting calculation model in advance, dividing boulders into a plurality of blasting subareas, setting blast holes, and blasting the subareas in sequence; after blasting is finished, extracting effective stress of a peripheral area of a blast hole, judging whether the size of an area with the effective stress larger than the tensile strength of the boulder meets the slag tapping requirement of the shield screw machine or not, and if so, meeting the shield tunneling requirement; if not, adjusting the distance between blast holes, the single-hole explosive loading and the blasting partition until the requirements are met; meanwhile, a plurality of monitoring points are selected near the building, and when the blasting subareas are detonated in sequence, the vibration speed generated by each blasting subarea is controlled within a reasonable range by adjusting the distance between blast holes, the single-hole explosive loading and the blasting subareas; and then applying the blasting partition number, the blast hole spacing and the single-hole explosive loading in a reasonable range simulated in the blasting calculation model to the site for blasting.
After the explosive is blasted, the boulder is influenced by blasting, and the effective stress is gradually reduced from inside to outside based on the center point of the blasting; the crushing zone, the cracking zone and the vibration zone are sequentially divided according to the damage degree of the boulder, and different charge structures have different damage effects on the boulder. When the effective stress of the boulder after blasting is greater than the tensile strength of the boulder, namely the effective stress of the boulder between two adjacent blast hole areas is greater than the tensile strength of the boulder, the requirement that the boulder is blasted can be met. The method is characterized in that a boulder area with effective stress smaller than the tensile strength of the boulder is a vibration area, a boulder area with effective stress larger than the tensile strength of the boulder and smaller than the compressive strength is a fracture area, and a boulder area with effective stress larger than the compressive strength of the boulder is a crushing area.
According to the scheme, a boulder blasting calculation model is established according to an actual construction environment, and a proper blasting scheme is selected through numerical simulation analysis, so that the size of boulder fragments is required to be as large as possible on the premise that the boulder fragments meet the slag tapping requirement of a screw conveyor, the required using amount of blasting explosive can be reduced, the blasting strength is reduced, the vibration speed is reduced, the blasting vibration influence on surrounding buildings is reduced, and the damage to the nearby buildings is prevented; in addition, to the boulder subregion blasting, not only can accelerate the efficiency of construction of boulder blasting, also avoided the blasting to cause too big impact or extrusion to close on the building simultaneously, be favorable to controlling the blasting energy in controllable within range.
Preferably, after all blasting subareas are blasted in sequence, or after each blasting subarea is blasted, coring verification is carried out, if the unilateral length of the blasting fragment is smaller than the slag tapping size of the screw conveyor, the shield tunneling requirement is met, and blasting is finished; if not, continuing blasting until the unilateral length of the boulder fragment meets the shield tunneling requirement through coring verification. Coring verification ensures normal construction conditions of field blasting, and reduces risks brought by difference between the built model and reality.
Preferably, the boulder area close to the adjacent building is divided into an area, the rest boulder areas are divided according to a symmetry principle, and a mode of blasting from far to near and in sequence is adopted on the basis of the adjacent building; increase boulder blasting subregion, reduce a blasting volume, can in time adjust the blasting scheme, effectively control the blasting velocity of vibration that closes on the building from far and near blasting.
Furthermore, an isolation hole is arranged between adjacent blasting subareas of the boulders to ensure the integrity of the boulders of the adjacent blasting subareas; set up the damping hole between building and boulder near, can effectively slow down the destruction of boulder blasting to building near. Under the analysis of the boulder blasting calculation model, the influence of the damping holes and the isolating holes on the boulder blasting effective stress diffusion and distribution is researched, the fact that the effective stresses of the units on the two sides of the damping holes and the isolating holes are different greatly can be known, the damage of boulder blasting to adjacent buildings can be effectively weakened, and the integrity of the boulders in adjacent blasting subareas is guaranteed. Preferably, damping hole and isolation hole all set up two rows, and staggered arrangement, and drilling depth is greater than the big gun hole degree of depth 50cm, and the effect that slows down blasting vibration speed is better.
Furthermore, when blasting, the blasting vibration speed of the adjacent building and other buildings at the periphery are monitored, the number of the subareas of other blasting subareas and the scale of one-time blasting are adjusted according to the monitoring result, the influence of blasting on the adjacent building and other buildings at the periphery is controlled within a safe and allowable range, and the real-time adjustment can be effectively realized, and the emergency can be easily controlled in time.
And further, by combining numerical analysis of the established model, researching and reducing the distance between the blast holes and the vibration influence of single-hole explosive loading on an adjacent building, obtaining the effective stress distribution of the boulder units in the peripheral area of the blast holes, and analyzing whether the effective stress meets the requirement of smooth tunneling of the shield. Through numerical simulation analysis, the blasting subareas close to the buildings are compared with other blasting subareas, the hole pitch and/or the row pitch of blast holes are reduced, the blasting vibration speed can be effectively controlled on the premise that the size of the boulder of the blasting subarea can be effectively crushed, and the near buildings are prevented from being damaged.
Preferably, the blasting area is divided into five areas, namely a first area to a fifth area, and the drilling depth of the blast hole exceeds the shield excavation boundary by 1.0 m.
Furthermore, the blast holes adopt a triangular hole distribution mode, which is favorable for uniform distribution of blasting energy.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. the invention provides a boulder deep hole blasting method, which divides the boulder into a plurality of blasting subareas for blasting in sequence, reduces the primary blasting amount, and can effectively control the blasting vibration speed of an adjacent building and prevent the damage of the adjacent building by vibration reduction measures such as vibration reduction holes, isolation holes, pitch reduction and the like.
2. The invention combines field test and numerical analysis, can adjust the blasting scale of the blasting subarea in real time, can control the construction risk within an acceptable range, and has important significance for construction methods and safety protection measures.
3. The method is safe and controllable, reduces the cost loss of the shield cutter, improves the construction efficiency, and has important reference significance for boulder blasting construction.
Drawings
FIG. 1 is a schematic plan view of the construction of example 1.
Fig. 2 is a blast zoning schematic.
Fig. 3 is a schematic diagram of the spacing of blastholes in a boulder blasting partition.
Fig. 4 is a schematic plan view of the damping hole arrangement.
FIG. 5 is a distance-indicating schematic view of pitch and row pitch of blast holes in example 1.
Fig. 6(a) is an overall model diagram in the calculation model of embodiment 2.
Fig. 6(b) is an internal structural view of the calculation model in embodiment 2.
Fig. 7 is a solitary stone model of example 2.
Fig. 8 is a simplified diagram of a blast hole in example 2.
Fig. 9 shows a five shot area selection unit in example 2.
Fig. 10 is a graph of the effective stress time course of the five-zone selected cell of fig. 9 blasting.
FIG. 11(a) is a cloud of unit effective stresses on both sides of the damping hole.
FIG. 11(b) is a cloud of cell effective stresses on both sides of an isolation hole.
FIG. 12 is a comparative analysis chart of effective stress time-course curves of units on two sides of the damping hole and the isolation hole.
Fig. 13 shows selected hoistway monitoring points 33276, 27101, 30769 (from far to near) in example 2.
FIG. 14(a) is a graph showing the vibration time course at a measurement point 33276.
Fig. 14(b) is a vibration time course curve of the measurement point 27101.
FIG. 14(c) is a graph of the vibration time course at measurement point 30769.
Icon: 1-boulder; 2-a vertical shaft; 3-damping holes; 4-soil body; 5-blast hole; 6-isolating the pores.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The embodiment provides a boulder deep hole blasting method, which includes the steps of building a boulder blasting calculation model in advance, dividing boulders into a plurality of blasting subareas, setting blast holes, and blasting the subareas in sequence; after blasting, extracting effective stress of a peripheral area of the blast hole, judging whether the size of an area with the effective stress larger than the tensile strength of the boulder meets the slag tapping requirement of the shield spiral machine or not, and if so, meeting the boulder blasting requirement; if not, adjusting the distance between blast holes, the single-hole explosive loading and the blasting partition until the requirements are met; meanwhile, a plurality of monitoring points are selected near the building, and when the blasting subareas are detonated in sequence, the vibration speed generated by each blasting subarea is controlled within a reasonable range by adjusting the distance between blast holes, the single-hole explosive loading and the blasting subareas; and then applying the blasting partition number, the blast hole spacing and the single-hole explosive loading in a reasonable range simulated in the blasting calculation model to the site for blasting.
Sequentially blasting all blasting subareas, or performing coring verification after blasting the blasting subareas each time, and if the unilateral length of blasting fragments is less than 30cm of the slag size of the screw conveyor, meeting the shield tunneling requirement and ending the blasting; if not, continuing blasting until the unilateral length of the boulder fragment meets the shield tunneling requirement through coring verification.
When the zone blasting is carried out, the boulder area close to the adjacent building is divided into one area, the rest boulder areas are divided according to the symmetry principle, and the mode of blasting from far to near and in sequence is adopted on the basis of the adjacent building. Divide boulder into a plurality of blasting subregion, adopt the order blasting, not only can accelerate the efficiency of construction of boulder blasting, also avoided the blasting to cause too big impact or extrusion to close on the building simultaneously, be favorable to with blasting energy control in controllable range.
In a single-hole single-line circular tunnel, the line burial depth is 15-20 m, as shown in fig. 1, a middle and slightly weathered granite boulder 1 which has great influence on shield tunneling exists on the right line (beside a left-line shaft 2) of an interval, the length of the boulder 1 along the shield tunneling axis is about 17.88m, the width of the boulder is 10.96m (the cross section of the shield tunneling is fully distributed), the thickness of the boulder is 8.05m (the maximum thickness affecting the shield tunneling is 4.05m), and the quantity of the required blasting is about 700m3The boulder 1 is below 10m of the ground, a free face is not formed, the rock ballast is difficult to throw, the tunneling construction is difficult to carry out by using a shield machine, and the boulder 1 needs to be blasted; compressive strength sigma of on-site granitec120MPa tensile strength σt＝15MPa。
The crushing range of the boulder 1 is mainly 'blasting cavity, crushing area and fracture area', the 'blasting cavity, crushing area and crack area' are expanded as much as possible, the hole diameter of a soil layer drilled hole and the hole diameter of a rock drilled hole are 110-120 mm when a blast hole is drilled, and after the hole is formed, a PVC casing with the diameter of 90-110 mm is used for protecting the hole; the rock emulsion explosive with the diameter of 60mm is adopted for blasting, and the unit consumption q of the boulder 1 blasting explosive is 5.0kg/m3The hole opening needs to be covered before blasting, so that the blast hole is prevented from being blocked due to the falling of foreign matters.
As shown in fig. 2, based on the position relation of the structure of the boulder 1 and the shaft 2, blasting is performed in sequence from north to south and from east to west, and blasting in sequence from the first area to the fifth area is tentatively performed. During blasting, the blasting vibration speed of the adjacent building and other surrounding buildings is monitored, the number of the subareas of other blasting subareas and the scale of one-time blasting are adjusted according to the monitoring result, the influence of blasting on the adjacent building and other surrounding buildings is controlled within a safe allowable range, and the blasting vibration speed monitoring device can effectively adjust in real time and is easy to control emergencies in time.
Considering the environmental conditions around the blasting area, the boulder 1 blasting adopts the design scheme of multi-stage millisecond delay, small-scale blasting and single-hole single-sound, and as shown in fig. 3 and 5, the blast holes 5 adopt a triangular hole distribution mode which is favorable for uniformly distributing blasting energy; the hole distance of blast holes 5 in the first blasting area to the fourth blasting area is 0.8m +/-2 cm, the row distance is 0.7m +/-2 cm, and the drilling depth of the blast holes 5 exceeds the shield excavation boundary by 1.0 m; in order to reduce the influence of blasting vibration on surrounding piles of the vertical shaft 2, the hole pitch and the row pitch of blast holes 5 in the five blasting areas close to the surrounding piles of the vertical shaft 2 are adjusted to be 0.6m +/-2 cm and 0.5m +/-2 cm, so that the single-hole explosive loading is reduced, the size of the boulder in the blasting subarea can be effectively crushed, the blasting vibration speed can be effectively controlled, and the near-building damage can be prevented.
As shown in fig. 4, in order to prevent the integrity of the shaft pit retaining pile and the boulder 1 of the adjacent blasting partition from being damaged when the boulder 1 is blasted, two rows of damping holes 3 are arranged at a position 1.5m away from a shield tunneling sideline on one side of the shaft structure, and two rows of isolation holes 6 are arranged between the blasting partitions of the boulder 1. The vibration reduction holes 3 and the isolation holes 6 are arranged in a staggered mode, the drilling depth is more than 50cm greater than the depth of the blast holes 5, and the depth of the vibration reduction holes 3 is larger than that of the foundation pit bottom plate of the vertical shaft 2; the aperture of the damping holes 3 and the aperture of the isolation holes 6 are 127mm +/-2 cm, the hole pitch is 20cm +/-2 cm, and the row pitch is 20cm +/-2 cm.
After the boulder 1 is blasted, in order to verify whether the current blasting scheme meets the shield tunneling requirement, drilling and coring are carried out every 5 meters along the longitudinal direction of the tunnel, and if the broken block of the boulder 1 meets the condition that the unilateral length is less than 30cm of the slag tapping size of the screw conveyor (namely, the unilateral length of the complete core is less than or equal to 30cm), the shield machine can be ensured to successfully tap the slag and normally pass through the section of the boulder 1. Through on-site coring verification, the unidirectional length of the rock core after the boulder 1 blasting is less than or equal to 30cm, and the shield machine can smoothly pass through the boulder 1 blasting area.
When the explosion vibration velocity is detected, in order to analyze the vibration influence of the boulder 1 explosion on an adjacent structure (building), a TC-4850 explosion vibration vibrometer is adopted to carry out on-site monitoring on the top of the vertical shaft 2 fender post and the periphery of a place A (farther away from the explosion position). When the boulder 1 is blasted in the first blasting area and the fifth blasting area, monitoring points around the site A are lower than 2.0cm/s, and the blasting safety regulations (GB6722-2014) are met; and the blasting vibration velocity value of the five blasting areas is obviously lower than that of the first blasting area, which shows that the distance between the blast holes 5 is reduced, the single-hole explosive loading is reduced, the vibration velocity of the vertical shaft 2 structure can be effectively controlled, and the damage to the adjacent building is prevented.
It should be noted that, the pitch as referred to above refers to a in fig. 5, and the row pitch refers to the distance b; . + -. 2cm is a variable range value.
Example 2
Based on the embodiment 1, before blasting on the spot for the boulder 1, the blasting effect is firstly researched by a numerical analysis method, so that a suitable blasting scheme is selected and adjusted.
1. Boulder blasting calculation model
The calculation model is shown in fig. 6(a) (b), the model of the boulder 1 is shown in fig. 7, a numerical calculation model is established based on LS-DYNA dynamic finite element software and combined with the relative relation of the shape, the size and the position of the boulder 1 on the plane and longitudinal section drawing which is detected and drawn on the construction site, and the vibration influence of the boulder 1 blasting on the structure adjacent to the shaft 2 is analyzed. The whole size of the model is set as infinite uniform soil 4 medium of 35.74m (length) x 40.56m (width) x 36.17m (height), the boulder 1 is divided into five areas, and the mode of blasting from far to near to the structure of the adjacent shaft 2 is adopted.
In order to reduce the distance between blast holes 5 and reduce the vibration influence of single-hole explosive loading on an adjacent building, the distance between the blast holes 5 is adjusted to be 0.5m multiplied by 0.4m, and the explosive is adjusted to be rock emulsion explosive with the diameter of 32 mm; meanwhile, considering the complexity of modeling, the blast holes 5 are simplified into a plurality of blast holes 5 which are closest to the vertical shaft 2 and have the largest influence, and the blasting effect and the influence on the structural safety of the vertical shaft 2 are analyzed as shown in fig. 8.
Considering that the five blasting areas of the boulder 1 are closest to the structure of the vertical shaft 2, taking the five blasting areas as an example, the influence of the reduced explosive amount on the vibration of the structure of the vertical shaft 2 is researched.
In the calculation, any Lagrange Euler Algorithm (ALE) is adopted to simulate the vibration influence of the boulder 1 blasting on the structure of the vertical shaft 2. The SOIL body adopts an MAT _ SOIL _ AND _ FOAM model. The EXPLOSIVE unit adopts an MAT _ HIGH _ EXPLOSIVE _ BURN model, and combines JWL state equation to calculate the relation between pressure and volume in the EXPLOSIVE explosion process, and the expression is as follows:
in the formula: the first term represents high pressure and the second term represents low pressure; v is the relative volume, E0A, B, R to initial internal energy Density1、R2And omega are parameters related to the explosive property, and are determined by a cylinder experiment, and the explosive unit calculation parameters are shown in the following table 1.
TABLE 1 explosive units calculation parameters
TABLE 2 boulder calculation parameters
The shaft 2 structure adopts MAT _ ELASTIC model, and the material parameters are shown in Table 3.
TABLE 3 silo calculation parameters
The isolation hole 6 and the damping hole 3 are equivalent to an air unit, and the state equation is shown in the formula:
P＝C0+C1μ+C2μ2+C3μ3+(C4+C5μ+C6μ2)E；
the material parameters are shown in Table 4.
TABLE 4 air cell parameters
2. Boulder crushing effect analysis
The destruction effect of the boulder blasting is in the form of dynamic effective compressive stress and dynamic effective tensile stress, and the destruction process can be realized only by relatively stable stress effect within a period of time, so that the selection unit of the peripheral area of the blast hole mainly depends on the average value of the effective stress in the blasting fluctuation section, and the peak value of the effective stress only plays a reference role. Effective stress average value of change curve corresponding to selected unit in blasting fluctuation section
Satisfies the following conditions:
in order to know the effective stress distribution of the boulder 1 in the peripheral area of the blast hole 5, an effective stress cloud picture of a unit at the periphery of the blast hole 5 during blasting is extracted in LS-PREPOST software, and a partial enlarged view is extracted at the same time. The arrangement of the blast holes 5 can be regarded as the repetition of the basic triangular hole arrangement, and as shown in fig. 9, four units H41611, H38311, H41561 and H38286 around the blast holes 5 are selected, so that whether the whole five blasting areas can meet the requirement of the shield for smooth tunneling can be analyzed.
The effective stress time course curves of the four units are shown in FIG. 10. The effective stress of the unit H41561 is the minimum, is 16.2MPa, is greater than the tensile strength of the boulder and less than the compressive strength of the boulder, meets the conditions of a fracture area, and also meets the tunneling requirement that a shield smoothly passes through the boulder group.
In order to research the influence of the damping holes 3 and the isolating holes 6 on the diffusion and distribution of the explosion effective stress, units on two sides of the damping holes 3 and the isolating holes 6 are selected for comparative analysis, as shown in fig. 11(a) and (b), and an effective stress time course curve is as shown in fig. 12; as a result, the difference of effective stress of units at two sides of the damping hole 3 and the isolation hole 6 is large, the damage of the boulder 1 to the vertical shaft 2 fender post can be effectively weakened, and the completeness of the boulder 1 in the adjacent blasting subareas is ensured.
3. Shaft vibration effect analysis
Monitoring points at different positions are taken to analyze the vibration influence of the boulder 1 on the shaft 2 during blasting, the monitoring points are shown in fig. 13, and a vibration time course curve of the monitoring points of the shaft 2 is obtained and shown in fig. 14(a) (b) (c); it can be seen from shaft 2 monitoring point velocity of vibration time curve that monitoring point vibration velocity all is less than 2cm/s, and boulder 1 explodes five districts and makes the vibration velocity control that closes on shaft 2 structure and produce in reasonable scope at the blasting in-process, can not lead to the fact destruction or damage to shaft 2 structure, consequently increases boulder 1 blasting subregion, reduces the blasting volume once, can effectively reduce the vibration influence that closes on the building.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A boulder deep hole blasting method is characterized in that,
establishing a boulder blasting calculation model, dividing boulders into a plurality of blasting subareas, setting blast holes, and blasting the subareas in sequence; after blasting is finished, extracting effective stress of a peripheral area of a blast hole, judging whether the size of an area with the effective stress larger than the tensile strength of the boulder meets the slag tapping requirement of the shield screw machine or not, and if so, meeting the shield tunneling requirement; if not, adjusting the distance between blast holes, the single-hole explosive loading and the blasting partition until the requirements are met; meanwhile, a plurality of monitoring points are selected near the building, and when the blasting subareas are detonated in sequence, the vibration speed generated by each blasting subarea is controlled within a reasonable range by adjusting the distance between blast holes, the single-hole explosive loading and the blasting subareas;
and applying the blasting partition number, the blast hole spacing and the single-hole explosive loading in a reasonable range simulated in the blasting calculation model to the site for blasting.
2. The boulder deep hole blasting method according to claim 1, characterized in that coring verification is performed after all blasting subareas are blasted in sequence or after each blasting subarea is blasted, if the unilateral length of the blasting fragments is smaller than the slag tapping size of the screw conveyor, the shield tunneling requirement is met, and blasting is finished; if not, continuing blasting until the unilateral length of the boulder fragment meets the shield tunneling requirement through coring verification.
3. The boulder deep hole blasting method of claim 2, wherein the boulder area near the adjacent building is divided into one area, the remaining boulder areas are divided on a symmetry principle, and a sequential blasting manner from far to near is adopted based on the adjacent building.
4. The method of claim 3, wherein a damping hole is provided between the adjacent building and the boulder, and a separation hole is provided between adjacent blast partitions of the boulder.
5. The boulder deep hole blasting method of claim 4, wherein two rows of damping holes and two rows of isolation holes are arranged in a staggered manner, and the drilling depth is greater than the blast hole depth by 50 cm.
6. The boulder deep hole blasting method of claim 5, wherein the adjacent building is a vertical shaft, and a vibration damping hole is provided at a position 1.5m away from a shield tunneling inlet line on one side of a vertical shaft mechanism.
7. The boulder deep hole blasting method according to any one of claims 1-6, wherein, during the on-site blasting, the blasting vibration velocity monitoring is performed on the adjacent building and other buildings around, the number of subareas of other blasting subareas and the scale of one blasting are adjusted according to the monitoring result, and the influence of the blasting on the adjacent building and other buildings around is controlled within a safety allowable range.
8. The boulder deep hole blasting method of claim 7, wherein a hole pitch and/or row pitch of blastholes is smaller in blast sectors near adjacent buildings than in other blast sectors.
9. The boulder deep hole blasting method of claim 8, wherein there are five blasting subareas, one-five blasting areas are blasted, wherein the five blasting areas are close to an adjacent building shaft, the hole pitch of blast holes in the one-four blasting areas is 0.8m +/-2 cm, the row pitch is 0.7m +/-2 cm, and the drilling depth of the blast holes exceeds 1.0m of a shield excavation boundary; the hole pitch of the five explosion areas is 0.6m +/-2 cm, and the row pitch is 0.5m +/-2 cm.
10. The boulder deep hole blasting method of claim 8, wherein the blastholes are arranged in a triangular pattern.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114295017A (en) * | 2021-11-24 | 2022-04-08 | 中国建筑第六工程局有限公司 | Shield section high-strength spherical weathering body deep hole blasting pretreatment construction method |
| CN114543603A (en) * | 2021-11-23 | 2022-05-27 | 深圳市中金岭南有色金属股份有限公司凡口铅锌矿 | Method and device for determining mine blasting side hole distance |
| CN116796453A (en) * | 2023-04-18 | 2023-09-22 | 江汉大学 | Vibration damping hole design method, device, equipment and readable storage medium |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20100044107A1 (en) * | 2006-12-22 | 2010-02-25 | Martti Keskinen | Designing drilling pattern for excavating rock cavern |
| CN106288987A (en) * | 2016-08-23 | 2017-01-04 | 中国铁建大桥工程局集团有限公司 | A kind of small interval top-bottom cross constructing tunnel engineering method |
| CN106524844A (en) * | 2016-09-26 | 2017-03-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for shield tunnel boulder exploration and blasting treatment |
| CN109026039A (en) * | 2018-10-19 | 2018-12-18 | 深圳市工勘岩土集团有限公司 | Subway tunnel shield tunnels boulder deep hole blasting and pre-processes construction method |
| CN110513114A (en) * | 2019-08-08 | 2019-11-29 | 中国建筑第四工程局有限公司 | A kind of shield-tunneling construction passes through the construction of high-strength boulder group |
-
2020
- 2020-01-13 CN CN202010033313.2A patent/CN111121576A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20100044107A1 (en) * | 2006-12-22 | 2010-02-25 | Martti Keskinen | Designing drilling pattern for excavating rock cavern |
| CN106288987A (en) * | 2016-08-23 | 2017-01-04 | 中国铁建大桥工程局集团有限公司 | A kind of small interval top-bottom cross constructing tunnel engineering method |
| CN106524844A (en) * | 2016-09-26 | 2017-03-22 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method for shield tunnel boulder exploration and blasting treatment |
| CN109026039A (en) * | 2018-10-19 | 2018-12-18 | 深圳市工勘岩土集团有限公司 | Subway tunnel shield tunnels boulder deep hole blasting and pre-processes construction method |
| CN110513114A (en) * | 2019-08-08 | 2019-11-29 | 中国建筑第四工程局有限公司 | A kind of shield-tunneling construction passes through the construction of high-strength boulder group |
Non-Patent Citations (8)
| Title |
|---|
| 余红兵等: "喀斯特溶洞对爆破施工影响的数值模拟研究", 《矿业研究与开发》 * |
| 凌同华等: "菱形楔形混合掏槽爆破的数值模拟研究与应用", 《爆破》 * |
| 吴美强: "海陆交互地层盾构孤石爆破法处理方案研究", 《福建建筑》 * |
| 吴贤振等: "某矿井下浅孔毫秒延时爆破地表震动的数值模拟研究", 《有色金属科学与工程》 * |
| 张帆: "盾构隧道孤石预爆破破碎范围和设计方法研究", 《中国优秀博硕士学位论文全文数据库(硕士) 工程科技Ⅱ辑》 * |
| 曲艳东等: "深孔连续与间隔装药爆破数值模拟研究", 《爆破》 * |
| 曹进军等: "中深孔与浅孔联合布孔在煤层底板爆破中的数值模拟研究", 《爆破》 * |
| 雷振 等: "台阶爆破振动传播规律及动力响应特征研究", 《爆破》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114543603A (en) * | 2021-11-23 | 2022-05-27 | 深圳市中金岭南有色金属股份有限公司凡口铅锌矿 | Method and device for determining mine blasting side hole distance |
| CN114543603B (en) * | 2021-11-23 | 2023-07-28 | 深圳市中金岭南有色金属股份有限公司凡口铅锌矿 | Determination method and device for mine blasting edge hole distance |
| CN114295017A (en) * | 2021-11-24 | 2022-04-08 | 中国建筑第六工程局有限公司 | Shield section high-strength spherical weathering body deep hole blasting pretreatment construction method |
| CN116796453A (en) * | 2023-04-18 | 2023-09-22 | 江汉大学 | Vibration damping hole design method, device, equipment and readable storage medium |
| CN116796453B (en) * | 2023-04-18 | 2024-03-08 | 江汉大学 | Vibration damping hole design method, device, equipment and readable storage medium |
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