CN114322690A - Shield underground bedrock boulder blasting method - Google Patents
Shield underground bedrock boulder blasting method Download PDFInfo
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- CN114322690A CN114322690A CN202210015188.1A CN202210015188A CN114322690A CN 114322690 A CN114322690 A CN 114322690A CN 202210015188 A CN202210015188 A CN 202210015188A CN 114322690 A CN114322690 A CN 114322690A
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Abstract
The invention discloses a method for blasting boulders of shield underground bedrock, belonging to the technical field of boulder blasting of shield underground bedrock, and comprising the following operation steps: s1: by performing a site survey of a blasting area in a construction site, comprehensively considering topography, lithology and surrounding environmental conditions of the blasting area, S2: according to the relevant technical requirements of the engineering competent departments on blasting operation, a differential control blasting method is preferably adopted during blasting to reasonably disperse the explosive energy, and S3: the drilling arrangement, the beneficial effect of the invention is: connect the electron LG controller through the one end with the generating line, detonate the electronic detonator through control electron LG controller to it is good to reach the blasting effect, and the effect of the non-deformability in ground after the blasting, after the blasting was accomplished, detect the blasting effect, and at four adjacent ground drilling middle parts positions, it is even whether the sample fracture of looking over the sample one by one to re-drill the sample, thereby increases the security of blasting and the effect of blasting homogeneity.
Description
Technical Field
The invention relates to the technical field of boulder blasting of shield underground bedrock, in particular to a shield underground bedrock boulder blasting method.
Background
Rock blasting is a mechanical process of applying load to rock by using the explosion effect of explosives to destroy the rock.
The explosive energy breaks the rock and is released in two ways, namely, blast shock wave and blast gas.
The explosion gas expansion theory, the rock destruction caused by explosive explosion is mainly caused by expansion work of high-temperature and high-pressure gas products, the radial displacement of rock mass points is caused by the expansion of gas generated by explosion, the displacement speed in the direction of the minimum resistance line is the highest, the shearing stress and the shearing destruction are generated due to the difference of the moving speeds of adjacent rock mass points, and the rock mass points are thrown out in the radial direction under the pushing of the expansion of the gas generated by explosion to form the explosion funnel.
According to the explosion stress wave reflection tension theory, when explosion explodes in rocks, the generated high-temperature and high-pressure shock waves crush the rocks around blast holes, the explosion shock waves generate tangential tensile stress in the rocks, so that radial cracks and annular cracks develop towards the direction of a free surface, when the explosion shock waves reach the free surface, compression stress waves are reflected into tension stress waves from the free surface, the tensile strength of the rocks is overcome, the rocks are broken, the rocks are flaked, the rocks are completely broken in the range of an explosion funnel along with the continuous propagation of reflected waves, the rock breakage is the result of the combined action of the incident waves and the reflected waves, and the explosion gas is only used as rock auxiliary breakage and throwing.
The comprehensive action theory of explosive gas and stress wave, the comprehensive action of explosive gas expansion and explosive stress wave, strengthens the rock crushing effect, reflects tensile wave to increase the expansion of radial cracks and annular cracks, but has short action time, the gas expansion generated by explosion promotes the development of cracks, has long action time, the initial cracks of the rock are caused by shock wave, then the gas expansion cracks are generated by explosion, and the action and static action of the explosion of explosive in the rock are used for completing the explosion crushing process.
The existing shield underground bedrock boulder blasting is irregular, the blasting effect is poor when blasting is carried out, and the ground is seriously deformed after blasting, so that the shield underground bedrock boulder blasting method is necessary.
Disclosure of Invention
Therefore, the invention provides a shield underground bedrock boulder blasting method, which solves the defects of poor blasting effect during blasting and serious ground deformation after blasting by regularly loading electronic detonators into drill holes, connecting the electronic detonators with each other through a bus, connecting one end of the bus with an electronic LG controller and controlling the electronic LG controller to detonate the electronic detonators.
In order to achieve the above purpose, the invention provides the following technical scheme: the shield underground bedrock boulder blasting method comprises the following operation steps:
s1: by the field exploration of the blasting area of the construction site, the landform, lithology and surrounding environment conditions of the blasting area are comprehensively considered;
s2: according to the relevant technical requirements of the engineering governing department on blasting operation, a differential control blasting method is adopted during blasting to reasonably disperse the explosive energy;
s3: arranging drill holes;
the method comprises the following steps: because the transformer generates working influence on the drilling, in order to ensure the blasting effect of the underground boulder, the operation range of the whole transformer influence area is roughly divided into two areas, namely a drilling influenced area and a drilling normal operation area according to the actual field conditions;
step two: vertical drilling is adopted in a normal drilling operation area, and inclined drilling is adopted in a drilling affected area;
step three: arranging blast holes, wherein the number and the row number of the blast holes are specifically adjusted according to actual geological conditions;
s4: calculating blasting parameters;
the method comprises the following steps: because the position of the boulder needing blasting treatment in the project is deep and the blasting position is below underground water, blasting parameters are calculated according to the unit explosive consumption of the underwater blasting construction;
step two: according to the technical specification of underwater transportation engineering blasting, the unit consumption experience value of weathered rock underwater drilling blasting is 1.72 kg/m3, and after the blast operation process is carried out according to the unit consumption of 1.52kg/m3, the blasting parameters are adjusted according to specific conditions;
step three: designing the length of a blast hole, calculating according to 6m temporarily, and adjusting on site according to the distribution condition of the specific drilling boulders;
s5: the medicine package is in place and protected;
the method comprises the following steps: after the acceptance of the blast hole is qualified, setting warning in the explosive charging area range, and starting processing the explosive package;
step two: firstly, preparing a PVC pipe, calculating the length of a explosive package in advance according to drilling parameters and hole checking conditions provided by a drilling team, and filling explosives and detonators into specified positions in the PVC pipe;
step three: because the hole is filled with water and a small amount of slurry, the explosive package needs to be properly weighted for smooth charging, and the length of the PVC pipe needs to be cut according to the length of the explosive package and the length of the weight;
step four: after the medicine package is processed, drilling two holes at the upper end of the pipe wall, binding the two holes by using iron wires, tying a rope on the pipe wall, and then starting to discharge the medicine package;
step five: according to the drilling parameters and the hole checking condition provided by the drilling team, after the depth N1 of the bottom of the charge is determined, the broken stone is backfilled to a low elevation;
step six: the whole medicine package is put down to an accurate position;
step seven: after the medicine bag is in place, fixing the rope on the wall of the sleeve by using an iron wire to prevent the rope from moving, and after the medicine bag is in place and fixed, backfilling and blocking by using broken stones;
s6: designing a detonation network;
s7: blasting vibration safety check;
the method comprises the following steps: calculating the vibration speed of the particle according to the formula V = K (Q1/3/R) alpha;
step two: a construction method of multi-hole punching, less charge and segmented interval charge by using electronic detonators in holes is adopted;
step three: and (4) re-drilling and sampling the middle positions of the four adjacent ground drill holes, and checking whether the sampled samples are broken uniformly one by one.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: and in the third step of S3, drilling holes at an inclination angle of 60 degrees with the ground outside the transformer.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the first step S4, the unit drug consumption is calculated as q = q1+ q2+ q3+ q 4.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the second step S5, the diameter of the PVC pipe is 75 mm.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the third step of S5, the calculation formula of the length of the PVC pipe is L = L1i + L2 i.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the step five of S5, the sum N2 of the lengths of the PVC pipe and the rope is accurately measured, so that N1= N2.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: and in the step six of S5, controlling the error within +10 cm.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: and in the step S6, the blast hole is detonated by adopting positive charge, and an electronic detonator hole-by-hole detonating circuit is adopted for the detonating.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the step S6, a special initiator for electronic detonators is adopted for initiation, and each charge section of each blast hole is provided with one electronic detonator.
The preferable scheme of the blasting method of the shield underground bedrock boulder is as follows: in the step S6, the delay time of each generator detonator is 37ms, and the generator detonators are detonated in series.
The invention has the beneficial effects that:
the method has the advantages that the terrain, lithology and surrounding environment conditions of a blasting area can be comprehensively considered through geological survey, so that the boulder of the shield underground bedrock can be conveniently blasted, blasting parameters are calculated through the design of an explosion initiating network, unit dosage is calculated, the dosage of an electronic detonator is convenient to assemble, the electronic detonator is convenient to bury through ground drilling, the electronic detonator is prepared through charging a powder pipe, the electronic detonator is regularly arranged in a drilled hole, the electronic detonator is connected with each other through a bus, one end of the bus is connected with an electronic LG controller, the electronic detonator is detonated through controlling the electronic LG controller, so that the blasting effect is good, the ground after blasting is not deformed, after blasting is completed, the blasting effect is detected, the middle positions of adjacent four ground drilling holes are re-drilled, the samples are sampled one by one, whether the samples are broken uniformly or not are checked, thereby increasing the safety of blasting and the effect of blasting uniformity.
Detailed Description
The following description of the preferred embodiments of the present invention is provided for the purpose of illustration and description, and is in no way intended to limit the invention.
The invention provides a shield underground bedrock boulder blasting method which comprises the following operation steps:
s1: by the field exploration of the blasting area of the construction site, the landform, lithology and surrounding environment conditions of the blasting area are comprehensively considered;
s2: according to the relevant technical requirements of the engineering governing department on blasting operation, a differential control blasting method is adopted during blasting to reasonably disperse the explosive energy;
s3: arranging drill holes;
the method comprises the following steps: because the transformer generates working influence on the drilling, in order to ensure the blasting effect of the underground boulder, the operation range of the whole transformer influence area is roughly divided into two areas, namely a drilling influenced area and a drilling normal operation area according to the actual field conditions;
step two: vertical drilling is adopted in a normal drilling operation area, and inclined drilling is adopted in a drilling affected area;
step three: drilling holes at an inclination angle of 60 degrees with the ground outside the transformer, and arranging blast holes, wherein the number and the row number of the blast holes are specifically adjusted according to actual geological conditions;
s4: calculating blasting parameters;
the method comprises the following steps: because the site of the boulder needing blasting treatment in the project is deeper, and the blasting site is located below the underground water, the blasting parameters are calculated according to the unit explosive consumption of the underwater blasting construction, the unit explosive consumption is calculated to be q = q1+ q2+ q3+ q4, wherein q1 is the basic explosive loading, the underwater blasting is twice of the blasting of the common land bench, the underwater vertical hole is drilled, and 10% is added, for example, the average unit consumption q1=0.5kg/m3 of the deep hole blasting of the common hard boulder, the underwater drilling q1=1.0kg/m3, the underwater vertical hole q1=1.1kg/m3, q2 is the water pressure increment above the blasting area, 686q 8 =0.01h2, h2 is the initial water level burial depth of the underground water is 2.10-11.70 m, 3m is taken, q3 is the overburden increment above the blasting area, q3=0.02h3, h 42 is the thickness of the overburden (m), the average thickness of the rock, q 469 is taken, the height of the expanding soil layer 4, q is taken as the height of the stage 4, 7m, q =1.1+0.01 × 3+0.02 × 9+0.03 × 7=1.52kg/m 3;
step two: according to the technical specification of underwater transportation engineering blasting, the unit consumption experience value of weathered rock underwater drilling blasting is 1.72 kg/m3, and after the blast operation process is carried out according to the unit consumption of 1.52kg/m3, the blasting parameters are adjusted according to specific conditions;
step three: the thickness of underground processing rock is 6m at most, the top surface of the boulder is 10.8m closest to the ground, the length of a designed blast hole is calculated according to 6m temporarily, and the underground processing rock is adjusted according to the distribution condition of the boulder of a specific drill hole on site;
s5: the medicine package is in place and protected;
the method comprises the following steps: after the acceptance of the blast hole is qualified, setting warning in the explosive charging area range, and starting processing the explosive package;
step two: firstly, preparing a PVC pipe, wherein the diameter of the PVC pipe is 75 mm, calculating the length of a explosive package in advance according to drilling parameters and hole inspection conditions provided by a drilling team, and filling explosive and a detonator into a specified position in the PVC pipe;
step three: because water and a small amount of slurry are in the hole, the explosive package needs to be properly weighted for smooth charging, the length of the PVC pipe needs to be cut according to the length of the explosive package and the length of the weight, and the calculation formula of the length of the PVC pipe is L = L1i + L2i, wherein L is the length of the taken PVC pipe, L1i is the length of the explosive package, and L2i is the length of the filling and weight balancing;
step four: after the medicine package is processed, drilling two holes at the upper end of the pipe wall, binding the two holes by using iron wires, tying a rope on the pipe wall, and then starting to discharge the medicine package;
step five: according to the drilling parameters and the hole checking condition provided by a drilling team, after the bottom depth N1 of the charge is determined, backfilling crushed stone to a low elevation, and accurately measuring the sum of the lengths of the PVC pipe and the rope N2 to ensure that N1= N2;
step six: the whole medicine package is put down to an accurate position, and the error is controlled within +10 cm;
step seven: after the explosive package is in place, fixing a rope on the wall of the sleeve by using an iron wire to prevent the rope from moving, backfilling and blocking the explosive package by using broken stones after the explosive package is in place and fixed, strictly forbidding using an ironware to impact the explosive package in the blast hole in the backfilling process, preventing the detonator from generating flying stones during underground blasting, pressing slurry in the blast hole out of the hole only by high-pressure gas generated after blasting, and covering blasting residual holes around the blasting residual holes by using soil bags to prevent slurry from being sprayed if blasting operation is performed around the blasting area;
s6: the design of the initiation network, the blast holes are initiated by adopting positive charge, an electronic detonator hole-by-hole initiation network is selected for initiation, an initiator special for the electronic detonator is used for initiation, each charge section of each blast hole is provided with a primary electronic detonator, and each primary electronic detonator is delayed for 37ms and then serially connected for initiation so as to ensure the safety of the initiation network;
s7: blasting vibration safety check;
the method comprises the following steps: calculating a particle vibration speed according to a formula V = K (Q1/3/R) alpha, wherein V is the particle vibration speed caused by a blasting earthquake, the blasting allowable safe vibration speed for an industrial building is 3.5-4.5cm/s, for an interval transformer protection object, an interval transformer is protected to the maximum extent, and the influence of blasting activity on the transformer is reduced, the blasting speed of the engineering blasting is required to be not more than 3.0cm/s, the minimum distance between the transformer and a blasting area is 10.8m, K is a coefficient related to the properties of soil and rock and blasting conditions, K =100 and alpha is an attenuation index, alpha =2.0 is taken according to the geotechnical properties, R is the distance from a blasting source center to a measuring point, and Q is the blasting explosive quantity of a maximum section, and the method is obtained according to the formula: q = R3(V/K)3/α;
step two: a construction method of multi-hole punching, less charge and segmented interval charge by using electronic detonators in holes is adopted;
step three: and (4) re-drilling and sampling the middle positions of the four adjacent ground drill holes, and checking whether the sampled samples are broken uniformly one by one.
Underground boulder blasting parameter table
Calculation of vibration velocity of single-section priming charge of peripheral protection object
The method has the advantages that the terrain, lithology and surrounding environment conditions of a blasting area can be comprehensively considered through geological survey, so that the boulder of the shield underground bedrock can be conveniently blasted, blasting parameters are calculated through the design of an explosion initiating network, unit dosage is calculated, the dosage of an electronic detonator is convenient to assemble, the electronic detonator is convenient to bury through ground drilling, the electronic detonator is prepared through charging a powder pipe, the electronic detonator is regularly arranged in a drilled hole, the electronic detonator is connected with each other through a bus, one end of the bus is connected with an electronic LG controller, the electronic detonator is detonated through controlling the electronic LG controller, so that the blasting effect is good, the ground after blasting is not deformed, after blasting is completed, the blasting effect is detected, the middle positions of adjacent four ground drilling holes are re-drilled, the samples are sampled one by one, whether the samples are broken uniformly or not are checked, thereby increasing the safety of blasting and the effect of blasting uniformity.
The above description is only a preferred embodiment of the present invention, and any person skilled in the art may modify the present invention or modify it into an equivalent technical solution by using the technical solution described above. Therefore, any simple modifications or equivalent substitutions made in accordance with the technical solution of the present invention are within the scope of the claims of the present invention.
Claims (10)
1. The shield underground bedrock boulder blasting method is characterized by comprising the following operation steps:
s1: by the field exploration of the blasting area of the construction site, the landform, lithology and surrounding environment conditions of the blasting area are comprehensively considered;
s2: according to the relevant technical requirements of the engineering governing department on blasting operation, a differential control blasting method is adopted during blasting to reasonably disperse the explosive energy;
s3: arranging drill holes;
the method comprises the following steps: because the transformer generates working influence on the drilling, in order to ensure the blasting effect of the underground boulder, the operation range of the whole transformer influence area is roughly divided into two areas, namely a drilling influenced area and a drilling normal operation area according to the actual field conditions;
step two: vertical drilling is adopted in a normal drilling operation area, and inclined drilling is adopted in a drilling affected area;
step three: arranging blast holes, wherein the number and the row number of the blast holes are specifically adjusted according to actual geological conditions;
s4: calculating blasting parameters;
the method comprises the following steps: because the position of the boulder needing blasting treatment in the project is deep and the blasting position is below underground water, blasting parameters are calculated according to the unit explosive consumption of the underwater blasting construction;
step two: according to the technical specification of underwater transportation engineering blasting, the unit consumption experience value of weathered rock underwater drilling blasting is 1.72 kg/m3, and after the blast operation process is carried out according to the unit consumption of 1.52kg/m3, the blasting parameters are adjusted according to specific conditions;
step three: designing the length of a blast hole, calculating according to 6m temporarily, and adjusting on site according to the distribution condition of the specific drilling boulders;
s5: the medicine package is in place and protected;
the method comprises the following steps: after the acceptance of the blast hole is qualified, setting warning in the explosive charging area range, and starting processing the explosive package;
step two: firstly, preparing a PVC pipe, calculating the length of a explosive package in advance according to drilling parameters and hole checking conditions provided by a drilling team, and filling explosives and detonators into specified positions in the PVC pipe;
step three: because the hole is filled with water and a small amount of slurry, the explosive package needs to be properly weighted for smooth charging, and the length of the PVC pipe needs to be cut according to the length of the explosive package and the length of the weight;
step four: after the medicine package is processed, drilling two holes at the upper end of the pipe wall, binding the two holes by using iron wires, tying a rope on the pipe wall, and then starting to discharge the medicine package;
step five: according to the drilling parameters and the hole checking condition provided by the drilling team, after the depth N1 of the bottom of the charge is determined, the broken stone is backfilled to a low elevation;
step six: the whole medicine package is put down to an accurate position;
step seven: after the medicine bag is in place, fixing the rope on the wall of the sleeve by using an iron wire to prevent the rope from moving, and after the medicine bag is in place and fixed, backfilling and blocking by using broken stones;
s6: designing a detonation network;
s7: blasting vibration safety check;
the method comprises the following steps: calculating the vibration speed of the particle according to the formula V = K (Q1/3/R) alpha;
step two: a construction method of multi-hole punching, less charge and segmented interval charge by using electronic detonators in holes is adopted;
step three: and (4) re-drilling and sampling the middle positions of the four adjacent ground drill holes, and checking whether the sampled samples are broken uniformly one by one.
2. The shield underground bedrock orphan blasting method of claim 1, wherein in step three of S3, holes are drilled at an inclination of 60 ° to the ground outside the transformer.
3. The shield underground bedrock orphan blasting method of claim 1, wherein in step one of S4, the unit load is calculated as q = q1+ q2+ q3+ q 4.
4. The shield underground bedrock solitary rock blasting method of claim 1, wherein in the second S5 step, the PVC pipe diameter is 75 mm.
5. The shield underground bedrock orphan blasting method according to claim 1, wherein in step three of S5, the PVC pipe length calculation formula is L = L1i + L2 i.
6. The shield underground bedrock orphan blasting method according to claim 1, characterized in that: in the step five of S5, the sum N2 of the lengths of the PVC pipe and the rope is accurately measured, so that N1= N2.
7. The shield underground bedrock orphan blasting method according to claim 1, characterized in that: and in the step six of S5, controlling the error within +10 cm.
8. The shield underground bedrock orphan blasting method according to claim 1, characterized in that: and in the step S6, the blast hole is detonated by adopting positive charge, and an electronic detonator hole-by-hole detonating circuit is adopted for the detonating.
9. The shield underground bedrock orphan blasting method according to claim 1, characterized in that: in the step S6, a special initiator for electronic detonators is adopted for initiation, and each charge section of each blast hole is provided with one electronic detonator.
10. The shield underground bedrock orphan blasting method according to claim 1, characterized in that: in the step S6, the delay time of each generator detonator is 37ms, and the generator detonators are detonated in series.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210015188.1A CN114322690A (en) | 2022-01-07 | 2022-01-07 | Shield underground bedrock boulder blasting method |
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| CN202210015188.1A CN114322690A (en) | 2022-01-07 | 2022-01-07 | Shield underground bedrock boulder blasting method |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102518442A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团第二工程有限公司 | Method for processing isolated stone groups in shield excavation karren section |
| CN105423832A (en) * | 2015-12-02 | 2016-03-23 | 广东中人集团建设有限公司 | Blast construction method of orientation window of thick-wall brick chimney |
| 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 |
| CN110671984A (en) * | 2019-10-14 | 2020-01-10 | 中铁隧道局集团有限公司 | Boulder blasting construction method |
| CN110952988A (en) * | 2019-12-20 | 2020-04-03 | 中铁隧道局集团有限公司 | Method for treating boulder outside reinforced area |
-
2022
- 2022-01-07 CN CN202210015188.1A patent/CN114322690A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102518442A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团第二工程有限公司 | Method for processing isolated stone groups in shield excavation karren section |
| CN105423832A (en) * | 2015-12-02 | 2016-03-23 | 广东中人集团建设有限公司 | Blast construction method of orientation window of thick-wall brick chimney |
| 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 |
| CN110671984A (en) * | 2019-10-14 | 2020-01-10 | 中铁隧道局集团有限公司 | Boulder blasting construction method |
| CN110952988A (en) * | 2019-12-20 | 2020-04-03 | 中铁隧道局集团有限公司 | Method for treating boulder outside reinforced area |
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