CN108592720A - A kind of vibration damping hole distribution method reducing ground blasting vibration - Google Patents
A kind of vibration damping hole distribution method reducing ground blasting vibration Download PDFInfo
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- CN108592720A CN108592720A CN201810466159.0A CN201810466159A CN108592720A CN 108592720 A CN108592720 A CN 108592720A CN 201810466159 A CN201810466159 A CN 201810466159A CN 108592720 A CN108592720 A CN 108592720A
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- vibration damping
- damping hole
- linear array
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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
Abstract
The invention discloses a kind of vibration damping hole distribution methods of reduction ground blasting vibration,The vibration damping hole aperture dimensions obtained according to theoretical modeling,Hole depth,Pitch-row,Array pitch parameter,The selection location consistent with underground explosion tunnel rock texture carries out the equivalent verification test of ground foundation pit explosion,The section of the foundation pit is identical as the construction cross section parameter of blast area,And 1~n groups are respectively set from as far as close distance according to apart from foundation pit,The vibration damping hole linear array of every group of m rows,Two groups of vibration-testings probe linear arrays are respectively set in the both sides for being parallel to vibration damping hole linear array,Measurement obtains the secondary ground foundation pit explosion equivalent tests of n (m+1),It obtains laying the damping rate behind vibration damping hole,And it is arranged vertically vibration damping hole on the ground according to the scheme of maximum damping rate parameter,The present invention can avoid theoretical modeling and calculate the larger problem of existing uncertainty,Safety and stability is reliable,Effectively reduce the risk that underground explosion is brought.
Description
Technical field
The invention belongs to blasting technique fields, and in particular to a kind of vibration damping hole laying side reducing ground blasting vibration
Method.
Background technology
It is complicated and changeable due to geological state in city in the construction of the underground jobs such as tunnel, it will inevitably encounter
Miscellaneous rock conditions.If encounter complete hard rock conditions in tunnel excavation, due to mechanical excavation efficiency
It is low, of high cost, usually use the advantages that construction efficiency is high, construction speed is fast drill bursting construction outstanding.However, in tunnel implosion
During broken construction, it can be associated with the harm such as noise, slungshot, poison gas, dust and seismic wave therewith, wherein seismic wave will be with ball
The wave shake face of build is quickly spread to all directions, and explosion is propagated from initial blast wave evolution at compression stress wave along rock soil medium
To at the lining cutting of nearby buildings, showing for complicated diffraction, transmission and reflection can occur at the lining cutting of building for compression stress wave
As can wreck due to by the effect of compression, shear stress and tensile stress if it is the building sensitive to vibrations at this time
Possibility, so because concussion of blasting generate seismic wave surrounding building or facility will necessarily be adversely affected, how to the greatest extent
It is possible that influence of the underground explosion to above ground structure is overcome to become technical barrier.
Usually under the Urban Blasting operating mode of ground surface environment complexity, people realize peak vibration speed using vibration damping hole
It reduces, with the safe and smooth progress constructed, common method is to obtain vibration damping hole by theoretical modeling in force at present
Parameter, there is simulation in practice and calculate inaccurate, the factors such as parameter setting is unreasonable so that underground explosion implement to exist compared with
Big risk.
Invention content
The present invention proposes a kind of vibration damping hole distribution method of reduction ground blasting vibration, the knot calculated according to theoretical modeling
Fruit selects several groups of specific datas to carry out equivalent explosive test, obtains affecting laws and optimal ginseng of the vibration damping hole to blasting vibration
Test result is finally applied in underground explosion experiment, finally effectively reduces the influence to ground blasting vibration by number.
Technical scheme is as follows：
A kind of vibration damping hole distribution method reducing ground blasting vibration, includes the following steps：
Vibration damping hole aperture dimensions, hole depth, pitch-row, array pitch parameter, selection and the underground explosion tunnel obtained according to theoretical modeling
Rock texture consistent location in road carries out the equivalent verification test of ground foundation pit explosion, section and the construction blast area of the foundation pit
Cross section parameter it is identical, and according to apart from foundation pit from as far as the vibration damping hole line that 1~n groups are respectively set in close distance, every group of m is arranged
Two groups of vibration-testings probe linear arrays are respectively set in the both sides for being parallel to vibration damping hole linear array in battle array, and measurement obtains the secondary ground n (m+1)
Foundation pit explosion equivalent test, obtains laying the damping rate behind vibration damping hole, and quick-fried in underground according to the scheme of maximum damping rate parameter
Arrangement vibration damping hole on broken face between tunnel and ground.
Equivalent verification test explode according to following step progress in wherein i-th group of vibration damping hole：
【1】Test probe linear array is installed in the distance of setting, the explosive that equivalent equivalent is installed in foundation pit carries out explosion examination
It tests, the maximum vibration velocity Vmax (i, 0) of all vibration-testing probes when obtaining at the distance without vibration damping hole.
【2】The 1st row's vibration damping hole linear array of the group is set in vibration-testing probe linear array middle position, carries out equivalent explosion
Experiment obtains maximum vibration velocity Vmax (i, 1), damping rate K (i, 1)=[Vmax (i, 0)-Vmax (i, 1)]/Vmax is calculated
(i,0)。
【3】2nd row's vibration damping hole linear array of the group is set near the 1st row's vibration damping hole linear array, carries out equivalent explosive test, obtains
Maximum vibration velocity Vmax (i, 2) is obtained, damping rate K (i, 2)=[Vmax (i, 0)-Vmax (i, 2)]/Vmax (i, 0) is calculated.
【4】And so on, obtain Vmax (i, m), be calculated damping rate K (i, m)=[Vmax (i, 0)-Vmax (i,
m)]/Vmax(i,0)；Wherein i=1,2 ... ... n, m=3.
Further, the vibration damping hole linear array often arrange setting 20~30 holes, pitch-row be 10~20cm, array pitch be 10~
20cm。
Further, the pitch-row of the vibration damping hole linear array is 20cm, array pitch 15cm.
Further, the distance between vibration damping hole linear array and the quick-fried heart are 4~15m in equivalent verification test of exploding.
Further, vibration damping hole is quincunx, rectangle or circle, aperture dimensions 90mm, hole depth 4m.
Further, the barrel in tunnel is light weathered granite, middle weathered granite or strong weathered granite.
Further, test probe linear array is 2 groups, and array pitch is 60~100cm, and every group of vibration-testing probe linear array includes 5
Only horizontally disposed vibrating sensor, every sensor measurement are parallel to vibration damping hole linear array direction and perpendicular to vibration damping hole linear array sides
To vibration parameters.
Further, in equivalent verification test of exploding, aperture is blocked with cotton yarn after the pore-forming of vibration damping hole, avoids foreign matter access aperture
It is interior.
Further, when underground explosion is implemented, 3 row's vibration damping hole linear arrays, pitch-row 20cm are laid on face, array pitch is
15cm, aperture 90mm, hole depth 4m, it is 20~30 often to arrange vibration damping hole.
The present invention has advantageous effects below：
1, the present invention has obtained the preliminary arrangement parameter in vibration damping hole by theoretical modeling, and utilizes the equivalent explosion of ground foundation pit
Experiment, obtains best vibration damping hole optimized parameter, and be applied in underground explosion test, can avoid theoretical modeling and calculates presence
The larger problem of uncertainty, safety and stability is reliable, effectively reduces the risk that underground explosion is brought.
2, the present invention takes that identical as underground explosion rock texture, explosion equivalent is equivalent in equivalent explosive test, and
The section of foundation pit scheme identical with the section of subterranean tunnel, the parameter for simulating underground explosion as much as possible carry out equivalent explosion examination
Test, the vibration data measured can actual response explosive parameters, real result is reliable, and confidence level is high.
3, the present invention takes in equivalent explosive test and sets gradually vibration damping hole battle array from as far as close distance apart from foundation pit
Experiment is arranged and carries out, experiment at a distance will not test subsequent short distance and affect, weight after vibration probe can be dismantled
Multiple installation, to complete multigroup explosive test in the same region, and effectively reduces test construction amount and project cost.
4, vibration probe of the invention is embedded in by steel plate and reinforcing bar in the basement rock of ground, and passes through cement mortar solidification
Afterwards, can be approximate equivalent with basement rock, and ensure that vibrating sensor measurement obtains the vibration parameters of basement rock, reduce measurement error.
Description of the drawings
Fig. 1 is that pilot system schematic diagram is laid in vibration damping hole in ground equivalent explosive test of the present invention；
Fig. 2 is a certain group of vibration damping hole arrangement figure in ground equivalent explosive test of the present invention；
Fig. 3 is vibration test equipment scheme of installation of the present invention；
Fig. 4 is the vibration damping hole arrangement figure in subterranean tunnel of the present invention explosion construction；
Reference numeral is：1-ground region；2-vibration damping holes；3-vibration damping hole linear arrays；4-vibration-testings probe linear array；
5-quick-fried the hearts；6-foundation pits；7-tunnels；8-ground levels；9-buildings；11-the 1 group of experiment layout；12-the 2 group of experiment cloth
Office；13-n-th groups experiment layout；14-vibrating sensors；15-reinforcing bars；16-cement mortar；17-steel plates；18-explosions are shaken
Dynamic instrument；19-ground.
Specific implementation mode
In subterranean tunnel blast working, vibration damping processing is carried out to ground vibration frequently with plurality of rows of vibration damping hole, is terrible
To best vibration damping hole parameter, the present invention has first carried out theoretical modeling, obtains the parameters such as aperture, depth, the spacing in vibration damping hole, so
Verification experimental verification is carried out to the result of theoretical modeling by ground foundation pit explosion equivalent test afterwards, and obtains the vibration damping hole row of optimization
Cloth parameter.
One, theoretical modeling
Using large-sized power FEM-software ANSYS/LS~DYNA, Three-dimensional numerical calculation model is established, to different parameters
The effectiveness in vibration suppression of the vibration damping pore model of aperture, ultra-deep, the quick-fried heart away from, pitch-row etc. carries out network analysis, obtains different arrangement parameters
On the universal law that effectiveness in vibration suppression influences, and the foundation that can refer to is provided for vibration damping hole parameter designing.More substances are used in simulation
Euler materials and Lagrange structures are coupled algorithm, i.e., couple the interaction of the substances such as explosive, air, rock
It calculates.Simulation calculates influence of the different time break vibration dampings hole linear array to explosion vibration, has obtained following conclusion：
(1) identical in other parameters condition, with the increase in vibration damping hole aperture, damping rate also will increase.But
With the increase in vibration damping hole aperture, the increased trend of damping rate gradually slows down.It follows that rational vibration damping hole aperture can be brought
It brings good drop to shake effect, while can also reduce quantities.
(2) identical in other vibration damping hole Parameter Conditions, as vibration damping hole and blast hole depth difference increase, damping rate
Also it will increase.But as vibration damping hole and blast hole depth difference constantly increase, damping rate growth trend slows down, it is best there are one
Depth difference, when vibration damping hole is poor more than optimum depth with blast hole depth difference, damping rate will not increase, and will tend to a stationary value.
So the reasonable depth in vibration damping hole can improve damping rate, reaches good and drop effect of shaking, reduce required drilling amount.
(3) damping rate and vibration damping hole and quick-fried source, when carrying out parameter designing to vibration damping hole, reduce apart from negatively correlated relationship
The distance between vibration damping hole and quick-fried source can greatly improve damping rate.
(4) damping rate constantly increases with the increase of number of rows, and when vibration damping hole number of rows is more, damping rate increases with number of rows
Trend slow down, therefore in order to reduce the workload of drilling in practice of construction, number of rows should not select excessively.
(5) with the increase of vibration damping hole pitch-row, damping rate reduces, in order to ensure the effectiveness in vibration suppression in vibration damping hole, vibration damping hole hole
Away from should not be too large.
In conjunction with explosion equivalent and Practical Project condition of construction, it is finally obtained the parameter in vibration damping hole：Vibration damping hole be it is quincunx,
Rectangle or round often row 20~30 holes (optimal to turn to 25) of setting, pitch-row is 10~20cm (optimal to turn to 20cm), array pitch
For 10~20cm (being only 15cm), aperture dimensions 90mm, hole depth 4m.
Two, equivalent verification test
In order to be verified to above-mentioned result, take ground dig the mode of foundation pit simulation subterranean tunnel explosion into
Row experiment has chosen the location consistent with underground explosion tunnel rock texture and carries out the equivalent verification test of ground foundation pit explosion, base
The section in hole is identical as the construction cross section parameter of blast area, and the explosive for installing equivalent equivalent is tested, and is obtained this and is subtracted
The damping rate to shake under the arrangement of hole.This proof scheme carried out on ground has equivalence, and can greatly save cost, and has
The characteristics of highly effective and safe.
As shown in Figure 1, in order to reduce project cost, the experiment of n groups is completed on the ground that rock texture is selected in same, 11
It is laid out for the 1st group of experiment, 12 are laid out for the 2nd group of experiment, and 13 be n-th group experiment layout, with 6 distance L of foundation pit successively from remote
To close.1~n groups, which are tested, is correspondingly arranged the vibration damping hole linear arrays of 1~n groups, after the battery of tests of front, by test probe line
Battle array 4 is removed, and starts to test next time in closer distance, and is drilled with vibration damping hole 2, installation test probe linear array 4, can avoid in this way
Influence of the vibration damping hole 2 of the generation of previous trial to follow-up test, reduces construction volume.Cotton yarn is used after 2 pore-forming of each vibration damping hole
Aperture is blocked, is avoided in foreign matter access aperture.
In every group of experiment, uses first without vibration damping hole, secondly 1 row's vibration damping hole is set, 2 row's vibration damping holes are then set, most
The scheme in 3 row's vibration damping holes is set afterwards, carries out explosive test respectively, amounts to the secondary ground foundation pit explosion equivalent tests of n (m+1), finally
The influence of number of rows and distance to effectiveness in vibration suppression has been obtained, it is specific as follows.
Equivalent verification test explode according to following step progress in wherein i-th group of vibration damping hole：
【1】Test probe linear array is installed in the distance of setting, the explosive that equivalent equivalent is installed in foundation pit carries out explosion examination
It tests, the maximum vibration velocity Vmax (i, 0) of all vibration-testing probes when obtaining at the distance without vibration damping hole.
【2】The 1st row's vibration damping hole linear array of the group is set in vibration-testing probe linear array middle position, carries out equivalent explosion
Experiment obtains maximum vibration velocity Vmax (i, 1), damping rate K (i, 1)=[Vmax (i, 0)-Vmax (i, 1)]/Vmax is calculated
(i,0)。
【3】2nd row's vibration damping hole linear array of the group is set near the 1st row's vibration damping hole linear array, carries out equivalent explosive test, obtains
Maximum vibration velocity Vmax (i, 2) is obtained, damping rate K (i, 2)=[Vmax (i, 0)-Vmax (i, 2)]/Vmax (i, 0) is calculated.
【4】And so on, obtain Vmax (i, m), be calculated damping rate K (i, m)=[Vmax (i, 0)-Vmax (i,
M)]/Vmax (i, 0), wherein i=1,2 ... ... n, m=3.
As shown in Fig. 2, the vibration damping hole 2 that the vibration damping scheme of the present invention is arranged in ground region 1 by several groups forms, in figure only
Show one group therein, every group in being tested in upper one group vibration damping hole with it is different at a distance from the quick-fried heart.Vibration damping hole is arranged into 1~
The vibration damping hole linear array 3 of 3 rows, pitch-row, array pitch, aperture dimensions and hole depth are arranged according to the result that simulation calculates, and quantity is 20~30
Only, it and is maintained a certain distance with the foundation pit of distant place 6.Two groups of vibration-testing probe wires are arranged in the external parallel of vibration damping hole linear array 3
Battle array 4, every group of vibration-testing probe linear array includes 5 horizontally disposed vibrating sensors, and every sensor measurement is parallel to vibration damping
Hole linear array direction and the vibration parameters perpendicular to vibration damping hole linear array direction.
As shown in figure 3, vibration testing instrument uses blasting vibration instrument 18 and mating vibrating sensor 14, sample rate
1KHz~50KHz, range 0V~20V, maximum range 35cm/s.Reinforcing bar 15 is implanted into the basement rock on ground by each measuring point, is used
After cement mortar 16 is filled, 15 upper weld steel plate 17 of reinforcing bar buries two groups of vibrations per measuring point for burying vibrating sensor 18
Test equipment.This mounting means, can be approximate equivalent with basement rock after the solidification of cement mortar 16, and ensures vibrating sensor 14
Measurement obtains the vibration parameters of basement rock, reduces measurement error.
Wherein 1 and 5 measuring point is in the edge zone in vibration damping hole, the stress for generation of exploding in every group of 5 vibrating sensors
There is a phenomenon where diffractions in communication process for wave, cause the discreteness of data larger, so the data group is therefrom rejected, it is remaining
Data are retained as the foundation of analysis of experiments.
Test result shows：When a row vibration damping hole is arranged, damping rate is in 8.78%~30.08%, average value
19.92%；The damping rate in two rows of vibration damping holes is 16.71%~51.97%, and average damping rate is 38.28%；And three row's vibration damping holes
Effectiveness in vibration suppression it is best, damping rate can reach 41.32%~69.23%, and average damping rate is 56.83%, i.e. three row's vibration dampings
Hole can with vibration damping more than half, i.e., vibration damping hole in large aperture increases with number of rows, and effectiveness in vibration suppression becomes apparent from, general that three rows or more are arranged
50% or more can be reduced, in addition, as the quick-fried source of vibration damping pitch-row is apart from close, effectiveness in vibration suppression can be promoted centainly.
Three, underground explosion test
As shown in figure 4, the damping rate scheme being calculated according to above-mentioned verification test, the reality constructed in conjunction with underground explosion
Situation has been vertically arranged vibration damping hole 2 between underground explosion tunnel 7 and building 9 on ground 19.Number of rows is 3 rows, and pitch-row is
20cm, array pitch 15cm, aperture 90mm, hole depth 4m, the emptying quick-fried heart 5 of centre distance are 5m.When underground explosion is constructed, use
The vibration damping hole scheme neither influences building site normal construction, and can effectively reduce blasting vibration in the case where setting explosion equivalent
Influence.
Claims (9)
1. a kind of vibration damping hole distribution method reducing ground blasting vibration, which is characterized in that include the following steps：
Vibration damping hole aperture dimensions, hole depth, pitch-row, array pitch parameter, selection and the underground explosion tunnel rock obtained according to theoretical modeling
The consistent location of stone structure carries out the equivalent verification test of ground foundation pit explosion, the section of the foundation pit and cutting for construction blast area
Face parameter is identical, and according to apart from foundation pit from as far as the vibration damping hole linear array that 1~n groups are respectively set in close distance, every group of m is arranged,
Two groups of vibration-testings probe linear arrays are respectively set in the both sides for being parallel to vibration damping hole linear array, measurement obtains the secondary ground foundation pits of n (m+1)
Explode equivalent test, obtains laying the damping rate behind vibration damping hole, and according to the scheme of maximum damping rate parameter in underground explosion tunnel
Vibration damping hole is arranged vertically on ground between road and building.
Equivalent verification test explode according to following step progress in wherein i-th group of vibration damping hole：
【1】Pop one's head in linear array in the distance installation vibration-testing of setting, in foundation pit installation with underground explosion constructing tunnel is equivalent works as
The explosive of amount carries out explosive test, when obtaining at the distance without vibration damping hole all vibration-testings probes maximum vibration velocity Vmax (i,
0)。
【2】The 1st row's vibration damping hole linear array of the group is set in vibration-testing probe linear array middle position, carries out equivalent explosion examination
Test, obtain maximum vibration velocity Vmax (i, 1), be calculated damping rate K (i, 1)=[Vmax (i, 0)-Vmax (i, 1)]/Vmax (i,
0)。
【3】2nd row's vibration damping hole linear array of the group is set near the 1st row's vibration damping hole linear array, carries out equivalent explosive test, is obtained most
Big vibration velocity Vmax (i, 2), is calculated damping rate K (i, 2)=[Vmax (i, 0)-Vmax (i, 2)]/Vmax (i, 0).
【4】And so on, obtain Vmax (i, m), be calculated damping rate K (i, m)=[Vmax (i, 0)-Vmax (i, m)]/
Vmax(i,0)；Wherein i=1,2 ... ... n, m=3.
2. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：It is described
Vibration damping hole linear array often arrange setting 20~30 holes, pitch-row be 10~20cm, array pitch be 10~20cm.
3. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 2, it is characterised in that：It is described
Vibration damping hole linear array pitch-row be 20cm, array pitch 15cm.
4. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：Explosion
The distance between vibration damping hole linear array center and the quick-fried heart are 4~15m in equivalent verification test.
5. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：Vibration damping
Hole shape is quincunx, rectangle or circle, aperture dimensions 90mm, hole depth 4m.
6. a kind of vibration damping hole distribution method of reduction ground blasting vibration according to claim, it is characterised in that：Tunnel
Barrel be light weathered granite, middle weathered granite or strong weathered granite.
7. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：Vibration
The array pitch of test probe linear array is 60~100cm, and every group of vibration-testing probe linear array includes 5 horizontally disposed vibrating sensings
Device, every sensor measurement are parallel to vibration damping hole linear array direction and the vibration parameters perpendicular to vibration damping hole linear array direction.
8. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：Explosion
In equivalent verification test, aperture is blocked with cotton yarn after the pore-forming of vibration damping hole, is avoided in foreign matter access aperture.
9. a kind of vibration damping hole distribution method reducing ground blasting vibration according to claim 1, it is characterised in that：Underground
Lay 3 row's vibration damping hole linear arrays when explosion is implemented, on face, pitch-row 20cm, array pitch 15cm, aperture 90mm, hole depth is
4m, it is 20~30 often to arrange vibration damping hole.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810466159.0A CN108592720B (en) | 2018-05-16 | 2018-05-16 | Vibration damping hole arrangement method for reducing ground blasting vibration |
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| CN201810466159.0A CN108592720B (en) | 2018-05-16 | 2018-05-16 | Vibration damping hole arrangement method for reducing ground blasting vibration |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113203329A (en) * | 2021-05-31 | 2021-08-03 | 中信建设有限责任公司 | Stone square static crushing method for ultra-large volume of mountain deep foundation pit |
| CN116242209A (en) * | 2022-12-14 | 2023-06-09 | 青岛理工大学 | Vibration damping rate calculation method, system and equipment for vibration damping hole and readable storage medium |
| CN116796453A (en) * | 2023-04-18 | 2023-09-22 | 江汉大学 | Vibration damping hole design method, device, equipment and readable storage medium |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103234404A (en) * | 2013-05-03 | 2013-08-07 | 贵州新联爆破工程集团有限公司 | Blasting vibration control method |
| KR20140022193A (en) * | 2012-08-13 | 2014-02-24 | 조금원 | Blast pressure effusion inhibition device and method for blasting the vast hole using the same |
| CN105956353A (en) * | 2016-07-18 | 2016-09-21 | 长江重庆航道工程局 | Method and device for simulation distribution of underwater blasting shock relieve vents |
| CN108592725A (en) * | 2018-05-16 | 2018-09-28 | 厦门爆破工程公司 | The integrated use detonator Upon Blasting for Tunnel Driving method with emptying aperture damping technology poor in short-term |
-
2018
- 2018-05-16 CN CN201810466159.0A patent/CN108592720B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20140022193A (en) * | 2012-08-13 | 2014-02-24 | 조금원 | Blast pressure effusion inhibition device and method for blasting the vast hole using the same |
| CN103234404A (en) * | 2013-05-03 | 2013-08-07 | 贵州新联爆破工程集团有限公司 | Blasting vibration control method |
| CN105956353A (en) * | 2016-07-18 | 2016-09-21 | 长江重庆航道工程局 | Method and device for simulation distribution of underwater blasting shock relieve vents |
| CN108592725A (en) * | 2018-05-16 | 2018-09-28 | 厦门爆破工程公司 | The integrated use detonator Upon Blasting for Tunnel Driving method with emptying aperture damping technology poor in short-term |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113203329A (en) * | 2021-05-31 | 2021-08-03 | 中信建设有限责任公司 | Stone square static crushing method for ultra-large volume of mountain deep foundation pit |
| CN116242209A (en) * | 2022-12-14 | 2023-06-09 | 青岛理工大学 | Vibration damping rate calculation method, system and equipment for vibration damping hole and readable storage medium |
| CN116242209B (en) * | 2022-12-14 | 2023-08-18 | 青岛理工大学 | Vibration damping rate calculation method, system and equipment for vibration damping hole and readable storage medium |
| 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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| CN108592720B (en) | 2020-09-01 |
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