CN108592720B - Vibration damping hole arrangement method for reducing ground blasting vibration - Google Patents
Vibration damping hole arrangement method for reducing ground blasting vibration Download PDFInfo
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
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- 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 method for arranging damping holes for reducing ground blasting vibration, which selects a section consistent with the rock structure of an underground blasting tunnel to carry out ground foundation pit explosion equivalent verification test according to the parameters of the aperture size, the hole depth, the hole distance and the row distance of the damping holes obtained by theoretical simulation, the section of the foundation pit is the same as the section parameter of a construction explosion area, 1-n groups of damping hole linear arrays with m rows in each group are respectively arranged according to the distance from the foundation pit to the ground, two groups of vibration test probe linear arrays are respectively arranged on two sides parallel to the damping hole linear arrays, n (m +1) times of ground foundation pit explosion equivalent test is obtained by measurement, the damping rate after arranging the damping holes is obtained, and the damping holes are vertically arranged according to the scheme of the maximum damping rate parameter, the invention can avoid the problem of larger uncertainty existing in theoretical simulation calculation on the ground, and is safe, stable and reliable, effectively reducing the risk brought by underground blasting.
Description
Technical Field
The invention belongs to the technical field of blasting, and particularly relates to a method for arranging damping holes capable of reducing ground blasting vibration.
Background
In underground operation construction of tunnels and the like in cities, various rock conditions are inevitably encountered due to complexity and changeability of geological conditions. If the tunnel is excavated in a complete and hard rock condition, because the mechanical excavation efficiency is low and the cost is high, the drilling and blasting method with the outstanding advantages of high construction efficiency, fast construction progress and the like is often adopted for construction. However, in the process of blasting construction in a tunnel, there are associated with the hazards of noise, flying stones, toxic gas, dust, seismic waves and the like, wherein the seismic waves are rapidly diffused in various directions by a spherical wave shock surface, the blast is evolved from an initial shock wave into a compressive stress wave which is propagated to the lining of a nearby building along a rock-soil medium, the compressive stress wave is subjected to complex diffraction, transmission and reflection at the lining of the building, and at the moment, if the building sensitive to the blast is damaged due to the action of compressive stress, shear stress and tensile stress, the seismic waves generated by the blast shock inevitably have adverse effects on surrounding buildings or facilities, and how to overcome the effects of underground blasting on ground buildings as much as possible becomes a technical problem.
Generally, under the urban blasting working condition with a complex surface environment, people utilize the damping hole to reduce the peak vibration speed so as to obtain safe and smooth construction.
Disclosure of Invention
The invention provides a vibration damping hole arrangement method for reducing ground blasting vibration, which is characterized in that according to the result of theoretical simulation calculation, several groups of specific data are selected for carrying out equivalent blasting test, the influence rule and the optimal parameters of the vibration damping holes on the blasting vibration are obtained, and finally the test result is applied to an underground blasting test, so that the influence on the ground blasting vibration is effectively reduced.
The technical scheme of the invention is as follows:
a vibration damping hole arrangement method for reducing ground blasting vibration comprises the following steps:
according to parameters of the hole diameter, the hole depth, the hole distance and the row spacing of the vibration reduction holes obtained by theoretical simulation, selecting a section consistent with the rock structure of the underground blasting tunnel to perform an equivalent verification test of ground foundation pit explosion, wherein the section of the foundation pit is the same as the section parameter of a construction explosion area, respectively setting 1-n groups and m rows of vibration reduction hole linear arrays in each group according to the distance from the far side to the near side of the foundation pit, respectively setting two groups of vibration test probe linear arrays on two sides parallel to the vibration reduction hole linear arrays, measuring to obtain n (m +1) times of equivalent tests of ground foundation pit explosion, obtaining the vibration reduction rate after the vibration reduction holes are arranged, and arranging the vibration reduction holes on the tunnel face between the underground blasting tunnel and the ground according to the scheme of the maximum vibration reduction rate parameter.
The method comprises the following steps of:
【1】 And mounting a test probe linear array at a set distance, mounting equivalent explosives in the foundation pit for explosion test, and obtaining the maximum vibration speed Vmax (i,0) of all vibration test probes when no vibration reduction hole exists at the distance.
【2】 And arranging the 1 st row of vibration reduction hole linear arrays of the group at the middle position of the vibration test probe linear array, carrying out an equivalent explosion test, obtaining the maximum vibration speed Vmax (i,1), and calculating to obtain the vibration reduction rate K (i,1) ([ Vmax (i,0) -Vmax (i,1) ]/Vmax (i, 0).
【3】 And arranging the 2 nd row damping hole linear array of the group near the 1 st row damping hole linear array, carrying out an equivalent explosion test, obtaining the maximum vibration speed Vmax (i,2), and calculating to obtain the damping rate K (i,2) ([ Vmax (i,0) -Vmax (i,2) ]/Vmax (i, 0).
【4】 Obtaining Vmax (i, m) by analogy in sequence, and calculating to obtain a vibration reduction rate K (i, m) ([ Vmax (i,0) -Vmax (i, m) ]/Vmax (i, 0); wherein i is 1,2, … … n, and m is 3.
Furthermore, each row of the vibration reduction hole linear array is provided with 20-30 holes, the hole pitch is 10-20 cm, and the row pitch is 10-20 cm.
Furthermore, the pitch of the damping hole linear array is 20cm, and the row pitch is 15 cm.
Further, the distance between the linear array of the vibration damping holes and the center of explosion in the explosion equivalent verification test is 4-15 m.
Furthermore, the vibration reduction holes are quincunx, rectangular or round, the pore size is 90mm, and the hole depth is 4 m.
Furthermore, the tunnel body of the tunnel is slightly weathered granite, medium weathered granite or strongly weathered granite.
Furthermore, the test probe linear arrays are 2 groups, the row distance is 60-100 cm, each group of vibration test probe linear arrays comprises 5 vibration sensors which are horizontally arranged, and each sensor measures vibration parameters parallel to the direction of the vibration damping hole linear array and perpendicular to the direction of the vibration damping hole linear array.
Furthermore, in an explosion equivalent verification test, cotton yarns are used for blocking the orifices after the vibration damping holes are formed, so that foreign matters are prevented from entering the holes.
Furthermore, when underground explosion is carried out, 3 rows of linear arrays of the vibration reduction holes are distributed on the tunnel face, the hole pitch is 20cm, the row pitch is 15cm, the hole diameter is 90mm, the hole depth is 4m, and each row of vibration reduction holes is 20-30.
The invention has the following beneficial technical effects:
1. according to the invention, the initial arrangement parameters of the damping holes are obtained through theoretical simulation, the optimal parameters of the damping holes are obtained by utilizing the ground foundation pit equivalent explosion test, and the optimal parameters are applied to the underground explosion test, so that the problem of larger uncertainty in theoretical simulation calculation can be avoided, the method is safe, stable and reliable, and the risk brought by underground explosion is effectively reduced.
2. In the equivalent explosion test, the scheme that the structure is the same as that of underground blasting rock, the explosion equivalent is equivalent, and the section of the foundation pit is the same as that of the underground tunnel is adopted, the parameters of the underground blasting are simulated as much as possible to carry out the equivalent explosion test, the vibration data obtained by measurement can truly reflect the explosion parameters, the result is real and reliable, and the confidence coefficient is high.
3. In the equivalent explosion test, the vibration reduction hole arrays are sequentially arranged from far to near from the foundation pit and are used for carrying out the test, the long-distance test does not influence the subsequent short-distance test, and the vibration probe can be disassembled and then repeatedly installed, so that a plurality of groups of explosion tests are completed in the same area, and the test construction amount and the engineering cost are effectively reduced.
4. The vibration probe is embedded in the ground bedrock through the steel plate and the steel bar, and can be approximately equivalent to the bedrock after being solidified through cement mortar, the vibration parameters of the bedrock are ensured to be measured by the vibration sensor, and the measurement error is reduced.
Drawings
FIG. 1 is a schematic diagram of a damping hole layout test system in a ground equivalent explosion test according to the present invention;
FIG. 2 is a layout of a set of damping holes in a ground equivalent explosion test according to the present invention;
FIG. 3 is a schematic view of the vibration testing apparatus installation of the present invention;
FIG. 4 is a layout view of damping holes in the explosion construction of an underground tunnel according to the present invention;
the reference signs are: 1-ground area; 2-damping holes; 3-damping hole linear array; 4-vibrating the probe linear array; 5-blasting core; 6, foundation pit; 7, tunneling; 8-ground plane; 9-a building; 11-group 1 test layout; 12-group 2 test layout; 13-nth set of test layouts; 14-a vibration sensor; 15-reinforcing steel bars; 16-cement mortar; 17-a steel plate; 18-blasting vibration instrument; 19-ground.
Detailed Description
In the blasting construction of the underground tunnel, a plurality of rows of damping holes are usually adopted to damp ground vibration, in order to obtain the optimal damping hole parameters, theoretical simulation is firstly carried out, parameters such as the aperture, the depth, the distance and the like of the damping holes are obtained, then the test verification is carried out on the theoretical simulation result through the ground foundation pit explosion equivalent test, and the optimal damping hole arrangement parameters are obtained.
Theoretical simulation
A three-dimensional numerical calculation model is established by using large-scale dynamic finite element software ANSYS/LS-DYNA, the vibration damping effect of the vibration damping hole models with different parameters of aperture, ultra-depth, center distance of burst, hole distance and the like is systematically analyzed, the general rule of the influence of different arrangement parameters on the vibration damping effect is obtained, and a reference basis is provided for the parameter design of the vibration damping hole. In the simulation, a multi-substance Euler material and Lagrange structure coupling algorithm is adopted, namely the interaction of substances such as explosives, air and rocks is subjected to coupling calculation. The influence of the linear arrays of the damping holes on the explosion vibration at different explosion moments is simulated and calculated, and the following conclusion is obtained:
(1) under the same other parameter conditions, the vibration damping rate increases with the increase of the hole diameter of the vibration damping hole. However, the tendency of the increase in the vibration damping rate is gradually reduced with the increase in the hole diameter of the vibration damping hole. Therefore, the reasonable aperture of the vibration damping hole can bring about good vibration damping effect and reduce the engineering quantity.
(2) Under the condition that other vibration damping hole parameter conditions are the same, the vibration damping rate is increased along with the increase of the depth difference between the vibration damping hole and the blast hole. However, as the depth difference between the damping hole and the blast hole is continuously increased, the increasing trend of the damping rate is slowed down, an optimal depth difference exists, and when the depth difference between the damping hole and the blast hole is larger than the optimal depth difference, the damping rate cannot be increased and tends to be a stable value. Therefore, the reasonable depth of the vibration reduction hole can improve the vibration reduction rate, achieve good vibration reduction effect and reduce the required drilling amount.
(3) The damping rate and the distance between the damping hole and the detonation source are in a negative correlation relationship, and when the damping hole is subjected to parameter design, the distance between the damping hole and the detonation source is reduced, so that the damping rate can be improved to a greater extent.
(4) The damping rate is increased along with the increase of the number of rows, and when the number of rows of damping holes is large, the trend that the damping rate is increased along with the number of rows is reduced, so that the number of rows is not suitable to be selected too much in order to reduce the workload of drilling in actual construction.
(5) Along with the increase of damping hole pitch, the damping rate reduces, in order to guarantee the damping effect in damping hole, damping hole pitch should not too big.
And finally obtaining the parameters of the damping hole by combining the explosion equivalent and the actual engineering construction condition: the damping holes are in a quincunx shape, a rectangular shape or a circular shape, 20-30 holes (the optimal number is 25) are arranged in each row, the hole distance is 10-20 cm (the optimal number is 20cm), the row distance is 10-20 cm (only 15cm), the hole diameter size is 90mm, and the hole depth is 4 m.
Second, equivalent verification test
In order to verify the results, a mode of digging a foundation pit on the ground to simulate the explosion of the underground tunnel is adopted for testing, a section consistent with the rock structure of the underground blasting tunnel is selected for carrying out the equivalent test of the explosion of the ground foundation pit, the section of the foundation pit has the same parameters as the section of a construction explosion area, and explosives with equivalent weight are installed for testing, so that the vibration damping rate under the arrangement of the vibration damping holes is obtained. The verification scheme performed on the ground has equivalence, can greatly save cost, and has the characteristics of high efficiency and safety.
As shown in fig. 1, in order to reduce the construction cost, n groups of tests are performed on the same ground of the selected rock structure, 11 is a 1 st group test layout, 12 is a 2 nd group test layout, and 13 is an nth group test layout, and the distances L between the n groups of test layouts and the foundation pit 6 are sequentially from far to near. The 1-n groups of tests are correspondingly provided with the 1-n groups of damping hole linear arrays, after the previous group of tests is finished, the test probe linear array 4 is moved away, the next test is started at a closer distance, the damping hole 2 is drilled, and the test probe linear array 4 is installed, so that the influence of the damping hole 2 generated by the previous test on the subsequent test can be avoided, and the construction amount is reduced. The cotton yarn is used for blocking the orifice after the vibration reduction hole 2 is formed into a hole at each time, so that foreign matters are prevented from entering the hole.
In every group experiment, adopted earlier no damping hole, secondly set up 1 row of damping hole, set up 2 rows of damping holes after that, set up the scheme in 3 rows of damping holes at last, carry out the explosion test respectively, total n (m +1) ground foundation ditch explosion equivalent tests, finally obtained row number and apart from to the influence of damping effect as follows specifically.
The method comprises the following steps of:
【1】 And mounting a test probe linear array at a set distance, mounting equivalent explosives in the foundation pit for explosion test, and obtaining the maximum vibration speed Vmax (i,0) of all vibration test probes when no vibration reduction hole exists at the distance.
【2】 And arranging the 1 st row of vibration reduction hole linear arrays of the group at the middle position of the vibration test probe linear array, carrying out an equivalent explosion test, obtaining the maximum vibration speed Vmax (i,1), and calculating to obtain the vibration reduction rate K (i,1) ([ Vmax (i,0) -Vmax (i,1) ]/Vmax (i, 0).
【3】 And arranging the 2 nd row damping hole linear array of the group near the 1 st row damping hole linear array, carrying out an equivalent explosion test, obtaining the maximum vibration speed Vmax (i,2), and calculating to obtain the damping rate K (i,2) ([ Vmax (i,0) -Vmax (i,2) ]/Vmax (i, 0).
【4】 By analogy, Vmax (i, m) is obtained, and the vibration reduction ratio K (i, m) ([ Vmax (i,0) -Vmax (i, m) ]/Vmax (i,0) is calculated, wherein i ═ 1,2, … … n, and m ═ 3.
As shown in fig. 2, the damping solution according to the invention consists of several groups of damping holes 2 arranged in the ground area 1, of which only one group is shown, each group having a different distance from the centre of detonation in the test from the previous group. The damping holes are arranged into 1-3 rows of damping hole linear arrays 3, the hole pitch, the row pitch, the aperture size and the hole depth are set according to the result of simulation calculation, the number of the damping holes is 20-30, and a certain distance is kept between the damping holes and the distant foundation pit 6. Two groups of vibration testing probe linear arrays 4 are arranged outside the vibration damping hole linear arrays 3 in parallel, each group of vibration testing probe linear arrays comprises 5 vibration sensors which are horizontally arranged, and each sensor measures vibration parameters in the direction parallel to the vibration damping hole linear array and in the direction perpendicular to the vibration damping hole linear array.
As shown in figure 3, the vibration testing instrument adopts a blasting vibration instrument 18 and a matched vibration sensor 14, and has the sampling rate of 1 KHz-50 KHz, the measuring range of 0V-20V and the maximum measuring range of 35 cm/s. And (3) implanting steel bars 15 into bedrock on the ground at each measuring point, and after filling the bedrock with cement mortar 16, welding steel plates 17 on the upper parts of the steel bars 15 for burying vibration sensors 18, and burying two groups of vibration testing instruments at each measuring point. The installation mode can be approximately equivalent to bedrock after the cement mortar 16 is solidified, ensures that the vibration sensor 14 measures vibration parameters of the bedrock, and reduces measurement errors.
The measuring points 1 and 5 in the 5 vibration sensors in each group are in the edge zone of the vibration reduction hole, and stress waves generated by explosion are diffracted in the propagation process, so that the data discreteness is large, the data group is removed from the stress waves, and the rest data is reserved as the basis of experimental analysis.
The test result shows that: when a row of damping holes are arranged, the damping rate is 8.78% -30.08%, and the average value is 19.92%; the damping rate of the two rows of damping holes is 16.71-51.97%, and the average damping rate is 38.28%; the three rows of damping holes have the best damping effect, the damping rate can reach 41.32% -69.23%, the average damping rate is 56.83%, namely the three rows of damping holes can damp more than half, namely the large-aperture damping holes increase along with the rows, the damping effect is more obvious, more than three rows are generally arranged, the damping effect can be reduced by more than 50%, and in addition, the damping effect can be improved to a certain extent along with the approach of the damping holes to a detonation source.
Third, underground explosion test
As shown in fig. 4, according to the scheme of the vibration damping rate calculated by the verification test, in combination with the actual situation of underground explosion construction, a vibration damping hole 2 is vertically arranged on the ground 19 between the underground blasting tunnel 7 and the building 9. The number of rows is 3, the pitch of holes is 20cm, the pitch of rows is 15cm, the aperture is 90mm, the depth of holes is 4m, and the distance between emptying centers and the center of detonation is 5 m. During underground blasting construction, the vibration reduction hole scheme is adopted under the condition of setting the explosion equivalent, normal construction of a construction site is not influenced, and the influence of blasting vibration can be effectively reduced.
Claims (9)
1. A vibration damping hole arrangement method for reducing ground blasting vibration is characterized by comprising the following steps:
selecting a section consistent with the rock structure of the underground blasting tunnel to carry out ground foundation pit explosion equivalent test according to vibration reduction hole aperture, hole depth, hole distance and row distance parameters obtained by theoretical simulation, wherein the section of the foundation pit is the same as the section parameters of a construction explosion area, 1-n groups of vibration reduction hole linear arrays with m rows in each group are respectively arranged according to the distance from the far side to the near side of the foundation pit, two groups of vibration test probe linear arrays are respectively arranged on two sides parallel to the vibration reduction hole linear arrays, n times of ground foundation pit explosion equivalent test (m +1) times are carried out to obtain the vibration reduction rate after the vibration reduction holes are arranged, and the vibration reduction holes are vertically arranged on the ground between the underground blasting tunnel and the building according to the scheme of the maximum vibration reduction rate parameter;
the method comprises the following steps of:
【1】 Installing a linear array of vibration testing probes at a set distance, installing explosives with equivalent weight to the construction of an underground blasting tunnel in a foundation pit for carrying out an explosion equivalent test, and obtaining the maximum vibration speed Vmax (i,0) of all the vibration testing probes when no vibration reduction hole exists at the distance;
【2】 Arranging the 1 st row of vibration reduction hole linear arrays of the group at the middle position of the vibration test probe linear array, carrying out an explosion equivalent test, obtaining the maximum vibration speed Vmax (i,1), and calculating to obtain the vibration reduction rate K (i,1) ═ Vmax (i,0) -Vmax (i,1) ]/Vmax (i, 0);
【3】 Arranging the 2 nd row damping hole linear array of the group near the 1 st row damping hole linear array, carrying out an explosion equivalent test, obtaining a maximum vibration speed Vmax (i,2), and calculating to obtain a damping rate K (i,2) ═ Vmax (i,0) -Vmax (i,2) ]/Vmax (i, 0);
【4】 Obtaining Vmax (i, m) by analogy in sequence, and calculating to obtain a vibration reduction rate K (i, m) ([ Vmax (i,0) -Vmax (i, m) ]/Vmax (i, 0); where m is 3, i is 1,2, … … n.
2. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: each row of the damping hole linear arrays is provided with 20-30 holes, the hole pitch is 10-20 cm, and the row pitch is 10-20 cm.
3. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 2, wherein: the pitch of the damping hole linear arrays is 20cm, and the row pitch is 15 cm.
4. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: and in the explosion equivalent test, the distance between the center of the linear array of the damping holes and the explosion center is 4-15 m.
5. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: the vibration damping hole is circular, the aperture is 90mm, and the hole depth is 4 m.
6. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: the tunnel body of the tunnel is slightly weathered granite, medium weathered granite or strongly weathered granite.
7. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: the row spacing of the vibration testing probe linear arrays is 60-100 cm, each group of vibration testing probe linear arrays comprises 5 vibration sensors which are horizontally arranged, and each sensor measures vibration parameters parallel to the direction of the vibration damping hole linear array and perpendicular to the direction of the vibration damping hole linear array.
8. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: in an explosion equivalent test, cotton yarn is used for blocking an orifice after a vibration damping hole is formed, so that foreign matters are prevented from entering the hole.
9. The method for arranging damping holes for reducing ground blasting vibration as set forth in claim 1, wherein: when the foundation pit explosion equivalent test is implemented, 3 rows of linear arrays of the vibration reduction holes are arranged on the tunnel face, the hole pitch is 20cm, the row pitch is 15cm, the hole diameter is 90mm, the hole depth is 4m, and each row of vibration reduction holes is 20-30.
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| 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 |
| 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 |
| 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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| Publication number | Priority date | Publication date | Assignee | Title |
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| 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 |
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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 |
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