• 터널과지하공간
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• 제6권1호
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• pp.39-47
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• 1996

The results of the regression analysis and comparative study between 120 vibration events by dynamite blasting and 68 vibration events by finecker blasting which were monitored in the test blasting are as follows: The ground vibration velocity of dynamite blasting of 0.12 kg charge weight per delay at 7.4 m above the explosive is higher than that of finecker blasting of 0.96 kg charge weight per delay. In the case of 0.12 kg charge weight per delay, the ground vibration velocity of finecker blasting is equal to 5.5% of that of dynamite blasting at the 10 m distance from explosive. The decrement of ground vibration velocity of dynamite blasting of above 0.12 kg charge weight per delay is larger than that of finecker blasting of below 0.96 kg charge weight per delay. The rate of ground vibration velocity of the finecker blasting to that of dynamite blasting decreases with the distance from explosives, but increases with the decrease of charge weight per delay. The increment of ground vibration velocity of finecker blasting is less than that of dynamite blasting with the increase of charge weight per delay at the same distance from explosives. Under the condition of the constant critical ground vibration velocity or use the same charge weight per delay, the blasting working by finecker rather than by dynamite is able to be performed at the nearer place to structures.

• 한국소음진동공학회:학술대회논문집
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• 한국소음진동공학회 2004년도 춘계학술대회논문집
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• pp.521-526
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• 2004

In order to evaluate the effect of blasting vibration in buildings and it's resident located around blasting construction field in urban area, blasting vibration characteristics were measured the vibration level, vibration velocity. The 250g and 750g of charged powder were used at the apartment and at the ground, respectively. In the measurement of the ground, Z(perpendicularity) axis was the highest value in vibration level, but vertical axis was the highest value at 25m point and longitudinal axis was the highest value at 50m point in vibration velocity. The amount of measurement was high value when measuring point is higher than blasting source, while that of measurement was low value when measuring point is lower than blasting source. In the measurement of the apartment, 2 axis was the highest value in vibration level, but in vibration velocity transverse axis was the highest value at ground, was vertical axis at 1st floor, was longitudinal axis at 3rd floor and was vertical and longitudinal axis at 5th floor. The vibration level and the vibration velocity of 50m point showed higher correlation value than 25m point at the ground, but those of 25m point showed higher correlation value than 50m point at the apartment.

• 한국소음진동공학회논문집
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• 제14권7호
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• pp.632-638
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• 2004

In order to evaluate the effect of blasting vibration in buildings and it's resident located around blasting construction field in urban area, blasting vibration characteristics were measured by the vibration level, vibration velocity. The 250g and 750g of charged powder were used at the apartment and at the ground, respectively. In the measurement of the ground, 2 (perpendicularity) axis was the highest value in vibration level, but vertical direction was the highest value at 25 m point and longitudinal direction was the highest value at 50 m point in vibration velocity. The amount of measurement was high value when measuring point is higher than blasting source, while that of measurement was low value when measuring point is lower than blasting source. In the measurement of the apartment, Z axis was the highest value in vibration level, but in vibration velocity transverse direction was the highest value at ground, was vertical direction at 1st floor, was longitudinal direction at 3rd floor and was vertical and longitudinal direction at 5th floor. The vibration level and the vibration velocity of 50 m point showed higher correlation value than 25 m point at the ground, but those of 25 m point showed higher correlation value than 50 m point at the apartment.

• 한국소음진동공학회논문집
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• 제15권8호
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• pp.918-923
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• 2005

The vibration level (dB(V)) and vibration velocity (cm/sec) on the ground and buildings due to the differences of the measuring sites from the blasting source was investigated. To compare with vibration level and vibration velocity theirs magnitude was not surely directly proportional and vibration velocity 0.1 cm/sec was $45\~50$ dB(V). The difference between the measured vibration level and the calculated vibration level by Ejima's equation using vibration velocity PVS(peak vector sum) showed $21.0\~30.9$ dB(V) on the ground, $15.3\~23.6$ dB(V) on the apartment, respectively. And the correlation of vibration velocity and nitration level at the measuring sites of lower altitude showed higher than that of higher altitude.

• 화약ㆍ발파
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• 제20권2호
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• pp.21-31
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• 2002

We did bench blasting upon the natural rock which it's uniaxial compressive strength was about $1,420~1,476kgf/\textrm{cm}^2$. This is the results we inferred after measuring, analyzing the ground vibration velocity of the front and back direction from the free face of the bench blasting. We have to induce the square and cube root scaled equation and the general equation to guarantee confidence upon the data when analyzing the measurement data of the test blasting. The variable distance is in reverse proportion to the permitted ground vibration velocity. The shorter is the exploding point to a protection structure, the bigger is the reflection that the direction of the free face experts the ground vibration velocity, The ground vibration velocity front of the free face tends become reduced about 38~46% compare with back of the free face in the range that the permitted ground vibration velocity is 2.0~5.0mm/sec. In case of 2.0mm/sec, when a protection structure is within about 95m, the max. allowable charge weight per delay on positing front of the free face can be more used about 2.61 times than that on positing back of the free face, in case of 3.0mm/sec within about 78m more about 2.38 times, in case of 5.0mm/sec within 60m more about 2.10 times. In case of 2.0~5.0mm/sec when a protection structure is within about 200m front from the free face, the max. allowable charge weight per delay can become about 1.52 times than the case on back to the free face.

• 한국소음진동공학회:학술대회논문집
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• 한국소음진동공학회 2006년도 추계학술대회논문집
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• pp.361-365
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• 2006

In order to predict method of blasting vibration in ground and it's resident located around blasting field in urban area, blasting vibration characteristics were measured the vibration velocity(cm/sec), vibration acceleration($cm/sec^2$), vibration acceleration level(dB) and vibration level(dB(V)). The charged powder were used to 1.25kg and measuring sites were 25 points front 4m to 90m at the ground. The correlation of vibration velocity, vibration acceleration, vibration acceleration level and vibration level by square root scaled distance and cube root scaled distance were investigated. The correlation of PPV(peak particle velocity) velocity by SRSD(square root scaled distance) and CRSD(cube root scaled distance) was 0.85 and 0.86 and the correlation of PVS(peak vector sum) velocity by SRSD and CRSD was 0.82. Also vibration acceleration, vibration acceleration level and vibration level by SRSD and CRSD was 0.61, 0.62 and 0.82, respectively. As results, the vibration velocity and vibration level(dB(V)) was showed good correlation, but the vibration acceleration and vibration acceleration level was not showed good correlation.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2000년도 가을 학술발표회 논문집
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• pp.463-470
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• 2000

In tunnel excavation by blast beneath the surface structures in urban area, the characteristics of ground vibration induced by blast and its influence on surface structures are analyzed by the field test and the numerical analysis on dynamic behaviors of the structure. According to the field test on the propagating characteristics of blast vibration through the rock mass and the concrete foundation pile. the attenuation index of peak particle velocity with distance shows the range of 1.7∼2.0 for the rock mass and the range of 2.0∼2.3 for the concrete pile. This shows that the blast vibration reduces more rapidly in the concrete pile. It is known from the numerical analysis on dynamic behavior of the structure that the coefficient of response, velocity ratio of structure response to input wave, is different according to the story of the structure. It can be said from this research that the characteristics of the ground vibration and the dynamic behavior of the structure should be well evaluated and be considered as important factors for safe blasting design especially in underground excavation at shallow depth in urban area.

• 환경영향평가
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• 제20권5호
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• pp.641-649
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• 2011

The ground vibration has effect on the human body and the nearby structure. However, it was very difficult to estimate the damage of structure caused by the vibration. Especially, ground vibration must be estimated on the bottom of structure because it was made up of several mediums. In this study, it was considered about the shock vibration on medium characteristics as calculating the peak particle velocity and analysing the vibration waveform. The results are as follows : Firstly, the correlation coefficient of PPV(Peak Particle Velocity) and SD(Scaled Distance) was very high at the vertical component, which was represented to 0.991 in general ground medium and each 0.989, 0.961, 0.925 in concrete medium. And also, the vibration waveform at the vertical component was very good in all mediums. Secondly, the vibration waveform at the longitudinal component was represented to a great amplitude and phase difference in all mediums. It was considered that the vibration waveform occurred the damping when particle velocity by shock vibration was propagated through other medium. Thirdly, the vibration waveform in concrete medium was represented to variation of amplitude in the order of RC medium, NC=H medium, NC=S medium at the vertical component. It was considered that the particle velocity propagated fast when a medium have a big strength and density.

• 한국소음진동공학회:학술대회논문집
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• 한국소음진동공학회 2005년도 춘계학술대회논문집
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• pp.766-771
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• 2005

To compare blasting vibration at blasting construction field in urban area, the vibration level (dB(V)) and vibration velocity (cm/sec) on the ground and the structure of buildings due to the differences of the measuring sites from the blasting source is investigated and the difference between the measured vertical vibration level and the calculated vibration level by using vibration velocity PVS and the correlation between vibration velocity and vibration level and is studied in the thesis.

• 화약ㆍ발파
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• 제30권2호
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• pp.1-8
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• 2012

국내에서 발파풍과 지반진동을 취급하는 유일한 법규가 바로 환경부의 소음진동관리법이다. 하지만 이 법규는 생활소음과 생활진동을 주로 취급하고 있으므로 지반진동에 대한 안전기준을 dB(V) 단위의 진동레벨에 의해 규정하고 있다. 그러나 발파로 발생되는 지반진동은 충격진동에서 볼 수 있는 것과 같은 독특한 특성을 지니고 있으며, 그 지속시간도 기계류나 장비류, 시설물 등에서 발생하는 진동과 비교하여 매우 짧은 특성이 있다. 그러므로 발파작업에 대한 진동법규에서는 통상 구조물 손상에 대한 지반진동의 영향을 고려하여 안전기준을 최대입자속도(peak particle velocity; PPV)로 설정한다. 그럼에도 불구하고 진동파동의 주파수 스펙트럼에 대한 충분한 고려도 없이 PPV로부터 진동레벨(vibration level; VL)을 예측하거나 $m/kg^{1/2}$이나 $m/kg^{1/3}$ 단위의 환산거리에 따라 VL을 추정하려는 시도들이 있다. 이 시도들은 주로 발파공사 과정에서 소음진동관리법을 충족시키려는 목적으로 이루어지는 것으로 보인다. 그러나 원칙적으로 전체 주파수 스펙트럼 상에서는 속도나 가속도 피크치 사이에는 아무런 상관관계도 존재할 수 없다. 따라서 이러한 상관관계나 추정식의 유도작업은 반드시 동일하거나 매우 유사한 주파수 스펙트럼을 지니는 파동들에 한해서 수행되어야 한다.