1
Report On
Rock Excavation Engineering Division CSIR-CENTRAL INSTITUTE OF MINING & FUEL RESEARCH
(Council of Scientific & Industrial Research) Barwa Road, Dhanbad (Jharkhand)
Confidential
ADVICE FOR DESIGNING OF CONTROLLED BLASTING
PATTERNS AT NARAYANPOSHI IRON & MANGANESE
ORE MINES, KOIRA, SUNDARGAH DISTRICT, ODISHA TO
KEEP GROUND VIBRATIONS, AIR-OVERPRESSURE/NOISE
AND FLYROCK WITHIN SAFE LIMITS
JUNE, 2018
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CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
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Team Members Associated with the Project
Dr. C. Sawmliana, Principal Scientist
Sri Aditya Rana, Scientist
Sri R. K. Singh, Sr. Technical Officer (1)
Sri N. K. Bhaghat, Sr. Technical Officer (1)
Sri P. Hembram, Technical Assistant
Dr. M. M. Singh, Chief Scientist
&
Dr. P. K. Singh, Director
Rock Excavation Engineering Division CSIR-Central Institute of Mining and Fuel Research
Barwa Road, Dhanbad-826 015
Jharkhand
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CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
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CONTENTS
Page
No.
1.0 INTRODUCTION 4
2.0 BRIEF INFORMATION AND GEOLOGY OF THE MINE 5
2.1 Brief information of the mine 5
2.2 Geology 6
2.2.1 Topography 6
2.2.2 Drainage 6
2.2.3 Vegetation 7
2.2.4 Regional Geology 7
2.2.5 Project Geology 9
3.0 INSTRUMENTS USED FOR FIELD INVESTIGATIONS 10
4.0 FIELD INVESTIGATIONS 11
4.1 Experimental Blasts 11
4.2 Monitoring of Ground Vibration and Air Overpressure/Noise 17
4.3 Study of Flyrock 24
5.0 GROUND VIBRATION AND AIR OVERPRESSURE/NOISE RESULTS 24
5.1 Ground Vibration Results 24
5.2 Air Overpressure/Noise Results 27
6.0 FLYROCK RESULTS AND OBSERVATIONS 28
7.0 ANALYSIS OF GROUND VIBRATION DATA 28
7.1 Assessment of Ground Vibration Predictor Equation 28
7.2 Assessment of Safe Values of Maximum Charge per Delay 29
8.0 SUGGESTED CONTROLLED BLAST DESIGN PATTERNS 30
9.0 ADDITIONAL CONTROLLED MEASURES SUGGESTED FOR VIBRATION AND
FLYROCK
34
9.1 Controlled Measures for Ground vibration 34
9.2 Controlled Measures for Flyrock 35
10.0 CONCLUSIONS AND RECOMMENDATIONS 37
ACKNOWLEDGEMENT 42
ANNEXURE 43
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1.0 INTRODUCTION
Narayanposhi Iron & Mn Mines of M/s Arayan Mining & Trading Corporation
Pvt Ltd. is located at Koira and Kashira villages, in Koira Tehsil under Bonai
Sub-division of Sundergarh District, Odisha. The mines operation was started
in 1945. The Mining Lease (M.L.) area has an undulating topography with a
prominent hillock in the central part of the hill. Intervening valleys exist
between the hillocks. Altitudes vary between 540 m RL (lowest) in the
western portion of the lease to 630 m RL (highest) in the central part of the
lease. The ML has about 185Million Ton Iron ore reserve as per latest geology
study report and it may be enhanced during next geological study. The
mines EC capacity is 3.00 Million TPA Iron ore and 0.036 Million TPA
Manganese ore production.
In order to assess the blasting impacts in the form of ground vibration,
flyrock, noises etc. to the nearby villages of the mine, M/s Arayan Mining &
Trading Corporation Limited awarded a scientific study to the Rock
Excavation Engineering Division (Erstwhile Blasting Department) of CSIR-
Central Institute of Mining and Fuel Research (CSIR-CIMFR), Dhanbad,
Jharkhand. The main objective of the study was to develop safe and
optimum blast design patterns for working within the danger zone keeping
ground vibrations, noise/air overpressure and flyrocks within the safe limits for
the safety of the nearby houses of the village as per the norms set by DGMS.
The Rock Excavation Engineering Division of CSIR-CIMFR carried out field
investigations at the mine during the period of 14th to 17th May, 2018. During
this period, eight experimental blasts were conducted of different working
benches in Quarry-4 and RF Quarry. Blast induced ground vibrations and air
overpressures/noises generated during the experimental blasts were
monitored near the residential houses and important structures in
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Naraynposhias and Kashira villages. Flyrock generated during the trial blasts
were observed and recorded in all the blasts.
This report contains the detailed field investigation, results of the
experimental blasts, analyses of the data recorded and recommendations
for safe and efficient controlled blasting parameters for day-to-day blasting
operations at Narayanposhi Iron & Mn Mines without affecting the nearby
residential houses and habitants.
2.0 BRIEF INFORMATION AND GEOLOGY OF THE MINE
2.1 Brief Information of the Mine
Narayanposhi Iron & Manganese Ore Mines of M/s Aryan Mining & Trading
Corporation Pvt. Ltd. is in the villages of Koira & Kashira and Kathamala RF,
Tehesil Koira, district Sundargarh Odisha. The total lease area is 349.254 Ha.
Mine is in operation since 1945. It is located in the Topo Sheet No. 73 G/1 &
73 G/5 with Latitude : 210 54’ 46.07” - 210 56’ 23.13” North Longitude : 850
13’ 41.16” - 850 14’ 56.56” East.
Narayanposhi Iron & Manganese Ore Mines adopt open cast, fully
mechanized method of mining with drilling and blasting. During the period
of field investigation, two pits are working viz. Quarry-4 and RF Quarry. The
excavation planning during the period of 2018 - 2019 and 2018 - 2020 are
given in Table 2.1 and 2.2.
Table 2.1. The In-situ Tentative Excavation (cum) plan of Iron Ore Zone at
Narayanposhi Iron & Mn Ore Mines Year
Name of
Quarry
Total
Excavation
(m3)
Top
Soil
(m3)
OB/SB/IB
(m3)
ROM (m3) ROM /
Waste Ratio
(cum/cum) Ore (m3)* Mineral reject
(m3)
2018-19 Quarry-3 151833 --- 29799 92235 29799 1:0.244
Quarry-4 1105750 --- 247349 648791 209609 1:0.288
R.F block 1268592 --- 248976 770640 248976 1:0.244
Sub-total 2526175 --- 526124 1511666 488384 1:0.263
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Year Name of
Quarry
Total
Excavation
(m3)
Top
Soil
(m3)
OB/SB/IB
(m3)
ROM (m3) ROM /
Waste Ratio
(cum/cum) Ore (m3)* Mineral reject
(m3)
2019-20 Quarry-3 -- --- -- -- -- --
Quarry-4 1011750 --- 27050 744250 240450 1:0.027
R.F block 1278778 --- 250975 776828 250975 1:0.244
Sub-total 2290528 --- 278025 1521078 491425 1:0.138
Table 2.1. The In-situ Tentative Excavation (cum) plan of Manganese Ore Zone at
Narayanposhi Iron & Mn Ore Mines
Year
Name of
Quarry
Total
Excavation
(m3)
Top
Soil (m3)
OB/SB/IB
(m3) ROM (m3) ROM /
Waste Ratio
(m3/m3) Ore (m3) Mineral
reject
(m3)
2018-19 Quarry-5
130191 -- 114535 14091 1565 1:7.32
2019-20 98431 -- 82777 14089 1565 1:5.29
2.2 Geology
2.2.1 Topography
The area is marked by undulating hills with altitudes varying from 545m to
640m above MSL. General slope of the area is towards north on an average.
Three prominent mounds having their highest points at 640m, 620m and
595m are located in the lease area from south to north. Few spurs are
developed in the central portion of the lease area. Another insignificant
mound having peak point of RL 605m occur near Quarry-6. All the above
peak points are connected with each other in different trends with
intervening valleys where from a number of impersistent seasonal nalas
emerge.
2.2.2 Drainage
Drainage system is dendritic type. Two prominent seasonal nalas divided the
whole lease area into three parts from NE to SW which flow due north. River
Karo flowing due north close to the western boundary outside the lease area
constitutes the principal drainage system of the locality and collects surface
run-off water through the seasonal nalas.
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2.2.3 Vegetation
Forest land is of the order of 259.191 hectares which includes 92.113 hectares
reserved forest and 167.078 hectares Khesra forest. The vegetation comprises
mainly bushy forest and having species like Asan, Amla, Bahada, Chara,
Dhaura, Harida, Dhaman, Jamun, Kendu, Kusum, Mango, Patul, Sal, Semul,
Chhana, Atundi, Muturi & Siali etc. The forest is of open type with density 0.1.
2.2.4 Regional Geology
The lease area forms a part of the famous Horse-Shoe shaped Singhbhum-
Bonai-Keonjhar iron ore belt. Geologically, the terrain forms a part of oldest
Meta sedimentary formations representing the Pre-Cambrian Iron Ore
Group. The Major lithounits identified in the region are schists, tuffs, phylites,
shale and Banded Iron Formations comprising of Banded Hematite Jasper
(BHJ) and Banded Hematite Quartzite (BHQ). At many places these units are
covered by laterite.
The Precambrian rocks of this region were first mapped by Jones in 1936 and
then were subsequently modified by Dunn in 1940. Later on, extensive work
has been done in this region by a host of workers. Singhbhum Granite with
enclaves of older meta-basics and meta sedimentary rocks. The structural
set-up of the entire area is a folder plunging synform, with its southern closure
attaining comparatively open nature plunging gently towards NNW.
The effects of the structural deformation in the area are impregnated as
different linear and planner features on the associated litho-assemblages of
this Horse-Shoe belt. The rock of the region have been affected by three sets
of folds of which the effects of first generation folding (f-1) are rarely
preserved, identifiable in localized zones only. This E-W (f-2) fold which is
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superposed by another set of N-S (f-3) folds developing ENE-WSW trending
axial planes. These folds plunge to the ENE as well as WSW at moderately
steep angles. This superposed folding has resulted in formation of a number
of dome & basin structures in the area. The older rocks are exposed in the
domes while the basins preserve the entire stratigraphy. The effect of third
generation of folding (EW) is limited to the younger rocks and has resulted in
the development of E-W axial planes.
The region stratigraphy of the area based on earlier works can be framed as
follows:
Kolhan Group Sandstone, Conglomerate – Breccias
--------------------------------------- Unconformity --------------------------------------
Mixed Facies Basic lavas, tuffs and tuffites of volcanic
facies.
Iron, Manganese, lenses of Iron formation,
chert, small dolomite of chemical facies.
Minor lenses of sandy and silty shale of clastic
facies.
Banded shale formation Banded shale Black shale
Koira Group :
Banded Iron Formation Black shale-chert
Finely banded Jaspillite (BHJ) Coarsely
banded Jaspillite (BHJ)
Volcanic sandstone Tuffaceous shale, Basic Lava Gritty sandstone,
quartzite Conglomeratic at places with inter-
bedded lava at top.
--------------------------------------- Unconformity --------------------------------------
Mesoscopic folds of upright or slightly overturned nature are observed
mainly in the BHJ and rarely preserved in the banded shale formations.
Several large & minor faults are also observed resulting in three dimensional
discontinuities of the lithounits.
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2.2.5 Project Geology
Narayanposhi Iron and Manganese Ore Mine is in the southern end of the
western limb of the Horse-shoe shaped Iron Ore Range of West Singhbhum-
Keonjhar-Sundargarh district of Jharkhand & Odisha. The rock types found
within the leasehold belong to Banded Iron Formation of Koira Group. The
main litho units mapped in this area are laterite, Banded Hematite Jasper,
shale of different nature and cherty phyllite. Alluvium occupies especially the
low-lying areas.
Based on the field studies, the stratigraphic sequence of different litho
assemblages of the area is interpreted as follows:
Soil & Alluvium
Float ore (with Laterite/Canga ore)
Iron Ore Group Ferruginous laterite
Manganiferous shale with Mn-ore
In-situ Iron Ore (with float at places)
The lithounits of BIF usually trend in a NE-SW to NNE-SSW direction with
westerly dips varying from 20˚ to 70˚and their disposition is outlined below-
Soil & Alluvium : Traverses along and across the leasehold, however, show
that alluvial soil covers a sizeable portion of the area. The alluvium occupies
especially the low lying area. These areas are appeared to be barren where
village site and low yielding agricultural fields are seen.
Ferruginous Laterite: Ferruginous laterites occur as intermediate waste and
capping at places on the in-situ Iron ore horizons having Fe content or less
than 55% and contain both hematite and goethite.
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Float Iron Ore: The float iron ore zones may be considered of two types. The
ores are mostly of massive type with big lumps and occur along with lateritic
horizons. Float zone continues up to 5-7 m from surface level which is seen in
quarry 5 & 6. The second variety of float ore over (+)10 to (-)40mm size with
laterites, which is observed in Quarry-1.
Conga Zone: In the north eastern corner and western part of the area,
conga zones are exposed consisting of boulders, cobbles and pebbles of
iron ores re-cemented by lateritic materials. These materials are seen in and
around quarry-4 (old) & Quarry-5.
In-situ Iron Ore: Below the float ore zone, in-situ ore exists and proved up to a
depth of 60m from surface level. Because of its bouldery nature, it is
sometimes mistaken as float ore. An in-situ ore zone is delineated covering all
in-situ ore working quarries like Q-1,3,4,7 etc. However, on the basis of depth
persistence, in-situ ore zone is delineated around the Q-1, 2, 3, 4, 6 & 7.
Manganiferous Shale: Most of the workable manganese ore deposits occur
within this formation. The shale is mostly ferruginous, grey, and pink in colour
with white streaks. These coloured members do not occur in conspicuous
band rather than they are highly mixed up. Manganese bodies usually occur
on the crest of the domes in the variegated shale formed due to the
superposed folding.
3.0 INSTRUMENTS USED FOR FIELD INVESTIGATION
Ground vibrations and noise/air overpressures induced by blasting were
monitored using portable computer-operated digital seismographs namely
MiniMate, MiniMate Plus of M/s Insatntel, Canada and Mini-Seis of M/s White
Industrial Seismology Inc., USA. All the seismographs are of four channels and
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provided with one tri-axial transducer for monitoring of vibration (in mm/s or
in/s) in three orthogonal directions and one-channel for monitoring of air
overpressure/noise in dB(L) or Pa. All seismographs record vibration in three
directions i.e. Longitudinal (L), Vertical (V) and Transverse (T). They also
record peak frequency of vibration in individual directions and compute the
peak vector sum of vibration.
A Sony make Digital Video Camera was utilised in all the trial blasts in order
to assess the generation and propagation of flying fragments from the
blasting faces, if any.
4.0 FILED INVESTIGATIONS
4.1 Experimental Blasts
During the period of field investigation, a total of eight experimental blasts
with four blasts each were conducted in Quarry-4 and RF Quarry. All the
experimental blasts were conducted with 100 mm blasthole diameter. The
depth of holes in the experimental blasts varied from 3.0 to 10.0 m. Smaller
hole depths were used in the sub-bench and top bench portion where
adjustment in hole depth are required to obtain proper bench height. In
general, bench height of 6 m to 10 m are used. The total number of holes in
the blasting rounds varied from 14 to 105. The burden value used in the
experimental blasts varied between 2.5 to 3.0 m and spacing varied from 3.0
to 4.0 m. Depending on the depth of hole, the explosive charge per hole
varied from 19.44 to 70 kg. The total explosive charge in a blasting round
varied between 675.00 and 6,546 kg. The maximum explosive charge per
delay (holes firing within 8 ms widows) varied from 38.88 to 187.00 kg. Details
of the blast design parameters and explosive loading details are given in
Annexure as Table A1. Views of the locations of some of the experimental
blasts are given in Plates 4.1 to 4.5.
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Plate 4.1: View of the location of experimental blast conducted in bottom
bench of Quarry-4 (Experimental Blast No. B-3)
Plate 4.2: View of the location of experimental blast conducted in Top
Bench of Quarry-4 (Experimental Blast No. B-4)
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Plate 4.3: View of the location of experimental blast conducted in Top
Bench of RF Quarry (Experimental Blast No. B-2)
Plate 4.4: View of the location of experimental blast conducted in 3rd Bench
Quarry-4 (Experimental Blast No. B-8)
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Plate 4.5: View of the location of experimental blast conducted in 2nd Bench
RF Quarry (Experimental Blast No. B-7)
Out of the eight experimental blasts, six blasts were conducted using large
diameter cartridge explosives of 83 mm, 2.78 kg weight of M/s IDL Explosives
Limited as shown in Plate 4.6. The other two blasts were conducted with Site
Mixed Emulsion (SME) explosives of M/s Solar Explosives Limited as shown in
Plate 4.7. Nonel (shock tube) initiation system i.e. Down-the-Hole (DTH) delay
of either of 250 ms or 475 ms and Trunk-Line-Delay (TLD) of 17 ms, 25 ms and
42 ms were used in all the experimental blasts. Diagonal firing pattern was
used in all the blasts. Hole-to-hole delays used were either 17 ms or 25 ms
and for row-to-row delays, 42 ms and combinations of 42 ms, 25 ms and 17
ms were used to provide sufficient delay timing. Sufficient top stemming
column lengths were also maintained for all the holes and they varied from
3.0 to 5.0 m depending on the hole depth. All the holes were packed
properly using drill cuttings and tamping rod. Charging of holes using large
diameter cartridge explosives and SME explosives are shown in Plates 4.8 to
4.9.
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Plate 4.6: View of 83 mm diameter cartridge explosive used
in the experimental blast
Plate 4.7: View of BDS of SME explosives of M/s Solar Explosives Limited
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Plate 4.8: View of charging of holes using SME explosive in Quarry-4
Plate 4.9: View of charging of holes using 83 mm diameter explosive
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4.2 Monitoring of Ground Vibration and Air Overpressure/Noise
Narayanposhi village is located more than 300 m from the working bench of
Quarry-4. Kashira village is also located more than 700 m from the nearest
working bench (top bench) of Quarry 4. Similarly, both Narayanposhi village
and Kashira village are more than 1000 m from the RF Quarry. A labour
camp of temporary structure belonging to the mine is located within 500 m
from the nearest working bench of RF Quarry. Highway, Low Tension Line of
11 KV and labour hutments are also located more than 600 m from working
benches of RF Quarry. Therefore, the following ground vibration monitoring
points were selected during the during period of field investigation.
(1) Near the Church in Narayanposhi village.
(2) Near the house of Sarpanch in Narayanposhi village.
(3) Near Quick Dispatch System, inside Quarry-4.
(4) On the haul road, towards Narayanposhi village.
(5) On the ground of old Quarry No. 6, towards Kashira village,
(6) Near labour camp of the mine.
(7) On the haul road towards Labour hutments.
The distances of ground vibration monitoring points from the experimental
blasting sites varied widely, ranging from 110 to 1040 m. In all the vibration
monitoring points, geophone sensors of the seismographs were fixed firmly
on the ground surfaces using Plaster of Paris. Microphone sensors for
recording air overpressure were also fixed near the geophone sensors.
Views of the different ground vibration monitoring points are shown in Plates
4.10 to 4.21.
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Plate 4.10. View of ground vibration monitoring point near the Church in
Narayanposhi village
Plate 4.11. View of ground vibration monitoring point near the temporary
shops, towards the house of Panchayat in Narayanposhi village
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Plate 4.12. View of ground vibration monitoring point near the
house of Panchayat in Narayanposhi village
Plate 4.13. View of ground vibration monitoring point near the temporary
shops, towards the house of Panchayat in Narayanposhi village
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Plate 4.14. View of ground vibration monitoring point on the haul road,
towards Labour Hutments
Plate 4.15. View of another ground vibration monitoring point on the haul
road, towards Labour Hutments
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Plate 4.16. View of ground vibration monitoring point near Labor
Camp of the mine
Plate 4.17. View of another ground vibration monitoring point near Labor
Camp of the mine
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Plate 4.18. View of ground vibration monitoring point on the floor of
Old Quarry No. 6, towards Kashira village
Plate 4.19. View of another ground vibration monitoring point on the floor of
Old Quarry No. 6, towards Kashira village
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Plate 4.20. View of ground vibration monitoring point on the ground surface
towards Kashira village
Plate 4.21. Closer view of ground vibration monitoring point on the ground
surface towards Kashira village
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4.3 Study of Flyrock
All the blasting events were viewed and recorded using video camera to
observe the sources and any occurrence of flyrock. In order to prevent
occurrence of flyrock, sufficient top stemming column heights were
maintained for all the holes to avoid any premature ejection of explosive
gasses.
5.0 GROUND VIBRATION AND AIR OVERPRESSURE/NOISE RESULTS
5.1 Ground Vibration Results
From the eight experimental blasts conducted during the period of field
investigation, altogether, twenty-nine ground vibration data were recorded
at different vibration monitoring stations. Depending on the distance of
vibration monitoring point from the blasting site as well as the explosive
charge quantity used in the blasting rounds, the magnitudes of ground
vibration data recorded from all the experimental blasts varied between
0.568 and 5.17 mm/s. At three instances, ground vibration data could not be
recorded as the magnitudes of vibrations were less than the pre-set
triggered level of the seismographs i.e. 0.5 mm/s. The distance of vibration
monitoring points from their concerned blasting faces varied between 115
and 1040 m. Details of the recorded vibration and air overpressure/noise
data are given in Table A2 in the Annexure. The waveform reports of all the
ground vibration data recorded are also given in the Annexure.
The magnitudes of ground vibration recorded near the Church in
Narayanposhi village varied from 0.813 to 1.68 mm/s. The distance of
vibration monitoring point near the church from the different experimental
blasting sites at Quarry-4 varied from 613 to 707 m. The highest magnitude of
vibration recorded near the church was 1.67 mm/sec with the
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corresponding dominant frequency of 2.75 Hz. This was recorded during the
experimental blast conducted at 3rd Bench in Quarry-4 (Experimental Blast
No. B-8) where the maximum charge per delay was 187.00 kg and the total
explosive charge in the blasting round was 6546.25 kg. The distance of
vibration monitoring point near the church the experimental blasting site was
690.0 m.
The magnitude of ground vibration recorded near the house of Sarpanch in
Narayanposhi village was 1.40 mm/s with the corresponding dominant
frequency of 3.13 Hz. This was recorded during the experimental blast
conducted at 3rd Bench in Quarry-4 (Experimental Blast No. B-8) where the
maximum charge per delay was 187.00 kg and the total explosive charge in
the blasting round was 6546.25 kg. The distance of vibration monitoring point
near the church the experimental blasting site was 668.0 m.
The magnitudes of ground vibration recorded near the Labor Camp of the
mine varied from 1.25 to 2.86 mm/s. The distance of vibration monitoring
point near the Labor Camp from the different experimental blasting sites at
RF Quarry varied from 300 to 490 m. The highest magnitude of ground
vibration recorded on the haul road, closer to the blasting sites, was 5.17
mm/s at the distance of 155 m. The corresponding value of dominant
frequency was 22.8 Hz. This was recorded during the experimental blast
conducted at Sub-Bench in RF Quarry where the maximum charge per
delay and total explosive charge were 38.88 kg and 875.00 kg respectively.
The dominant frequencies of recorded ground vibration waves from the
experimental blasts varied between 2.25 and 26.8 Hz. The Fast Fourier
Transform (FFT) analyses of all the recorded vibration data were carried out
to obtain the dominant frequency level of vibratory motions. The FFT analysis
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of all the vibration data are given in the Annexure. The FFT analyses revealed
that lower values dominant excitation frequency of the ground vibration (< 8
Hz) were obtained in majority of the cases as Figure 5.1.
Fig. 5.1. Plot of dominant frequency of ground vibration waves with distances of
monitoring point from the blasting sites
The Ground Vibration Standards prescribed by the Directorate General of
Mines Safety (DGMS) in Technical Circular Number 7 of 1997 is given in Table
5.1. Since the dominant excitation frequencies of the ground vibration
waves were less than 8 Hz in majority of the cases, the safe level of peak
particle velocity (PPV) for the residential houses and other important surface
structures present nearby the mine, not belonging to the mine management
has been taken as 5 mm/s. However, for the Labor Camp and other
temporary structures of the mine, the safe level of PPV comes to 10 mm/s.
The level of ground vibrations recorded near the Church, Sarpanch house
and nearby the temporary shops in Narayanposhi village are all within the
safe limit. Similarly, the magnitudes of ground vibration recorded near the
Labor Camp and other structures of the mine are also well within the safe
limit.
0
4
8
12
16
20
24
28
32
319 357 440 490 200 250 300 440 150 300 420 613 468 490 707 155 200 405 145 220 300 115 270 385 430 270 432 668 690
Do
min
ant
fre
qu
en
cy (
Hz)
Distance from the blast (m)
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Table 5.1: DGMS standard (Technical Circular Number 7 of 1997)
Type of structure Dominant excitation frequency, Hz
8 Hz 8-25 Hz 25 Hz
(A) Buildings/structures not belonging to the owner
1. Domestic houses/structures (Kuchcha, brick &
cement)
5 10 15
2. Industrial buildings 10 20 25
3. Objects of historical importance and sensitive
structures
2 5 10
(B) Buildings with limited span of life and belonging to owner
1. Domestic houses/structures 10 15 25
2. Industrial buildings 15 25 50
5.2 Air Overpressure/Noise Results
The air overpressure levels recorded from different experimentall blasts
varied between 100 and 129.1 dB (L). Details of the air overpressure results
are given in Table A2 as Annexure. Based on the USBM Standard for surface
mining (RI 8485) as given in Tables 5.2 & 5.3, the air overpressure level of 134
dB(L) has been considered as safe limit for large scale surface mine blasting.
Table 5.2: Air overpressure limits by USBM for surface mining (RI 8485)
134 dB 0.1 Hz high pass measuring system
133 dB 2.0 Hz high pass measuring system
129 dB 6.0 Hz high pass measuring system
105 dB C-slow weighting scale on a sound level meter
(Events less than or equal to 2 – sec duration)
Table 5.3: Typical air overpressure criteria (After Oriard, 2002)
171 dB General window breakage
151 dB Occasional window breakage
140 dB Long-term history of application as a safe project specifications
134 dB Bureau of Mines recommendation following a study of large-scale
surface mine blasting
The level of air overpressure recorded near the different ground vibration
monitoring points are all within the safe level as per international standard.
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6.0 FLYROCK RESULTS AND OBSERVATIONS
In all the experimental blasts, no flying fragments were observed or recorded
in the video of all the blasting events. The throws of the blasted materials
were also controlled and restricted within the blasting area only. The control
on flyrock was achieved mainly by the proper blast design patterns, properly
stemming of holes, use of Nonel initiation system for bottom initiation of
explosive charges as well as supervision of the total blasting operations.
Longer stemming column length of more than 3.0 m was used for blasthole
depth of more than 6 m. Clear free faces were also maintained in all the
blasts so that throw of the materials towards the free face will not be
hindered.
7.0 ANALYSIS OF GROUND VIBRATION DATA
7.1 Assessment of Ground Vibration Predictor Equations
The ground vibration data recorded at various locations during the field
investigations were grouped together for statistical analysis. The empirical
equations have been established correlating the maximum explosive weight
per delay (Qmax in kg), distance of vibration measuring transducers from the
blasting face (D in m) and recorded peak particle velocity (V in mm/s). The
ground vibration predictor equation obtained is given below.
988.0
max
145
Q
DV ………………. (7.1)
Coefficient of Determination = 0.665
Standard Deviation = 0.143
The above equation is site specific and applicable only for the Narayanposhi
Iron & Mn Ore Mines of M/s Aryan Mining & Trading Corporation Limited. Due
to irregular land profile, the lower value of coefficient of determination was
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*CSIR- INDIA*
obtained. However, the equations can be used to compute the safe
maximum explosive weight per delay for various distances of concerned
structures depending upon the sensitiveness and importance of the
structures. The regression plot of recorded vibration data are given in Figures
7.1.
Fig. 7.1: Regression plot of vibration data recorded at Narayanposhi Iron & Mn Ore
Mines of M/s Aryan Mining & Trading Corporation Limited
7.2 Assessment of Safe Values of Maximum Charge per Delay
Based on the analysis of ground vibration data recorded from the
experimental blasts, the dominant frequency values less than 8 Hz were
obtained in majority of the cases. Therefore, the safe values of maximum
charge per delay for different residential houses and structures belonging to
the mine management as well as belonging to the nearby villages of
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Naryanposhi Iron & Mn Ore Mines are determined from the ground vibration
predictor equation (i.e. Equations 7.1) and are given in Table 7.1.
Table 7.1: Safe values of maximum explosive charge per delay at various distances
for different structures from the blasting sites Distance of the
structure from the
blasting face
[m]
Safe values of maximum charge
per delay [kg]
For village houses/structure not belongs to M/s Aryan Mining &
Trading Cor. Ltd.
(PPV : 5 mm/s)
200 43.60
225 55.20
250 68.10
275 82.40
300 98.10
325 115.00
350 133.00
375 153.00
400 174.00
425 197.00
450 221.00
475 246.00
500 272.00
525 300.00
550 330.00
575 360.00
600 392.00
625 426.00
650 460.00
675 496.00
700 534.00
8.0 SUGGESTED CONTROLLED BLAST DESIGN PATTERNS
At Narayanposhi Iron & Manganese Ore Mines of M/s Arayan Mining &
Trading Corporation Ltd., the residential houses and other surface important
structures of the nearby villages are very far from the present working
benches. Narayanposhi and Kashira are the nearest villages from the mine
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which are located more than 300 m (i.e. Danger Zone). During the period of
field investigation, the required production was about 10,000 Metric Ton per
day. In general, the total number of holes per round of blast is about 50 to
60. However, based on the ground vibration data recorded during the
experimental blasts, it was observed that more number of holes can be
blasted in a blasting round without affecting the stability and safety of the
nearby village houses and structures.
Therefore, based on the ground vibration analysis results and observations
made from the experimental blasts, the following blasting zones have been
classified for designing of controlled deep-hole blasting at Narayanposhi Iron
& Manganese Ore Mines of M/s Arayan Mining & Trading Corporation Ltd.
(A) 200 - 300 m from the village houses/structures
(B) 300 – 500 m from the village houses/structure
(C) Beyond 500 m from the village houses/structure
The suggested controlled blast design parameters for safe blasting
operations for the different blasting zones from the nearby surface village
residential houses/structures are shown Tables 8.1. The charge factors used in
the experimental blasts varied from 0.49 to 0. 58 kg/m3. It was observed that
good fragmentations were obtained in all the blasts. Therefore, the explosive
charge per hole have been recommended taking the charge factor as 0.55
kg/m3. The blast design parameters given in the table may be changed
based on the nature of the iron and manganese ore deposits. However, the
recommended maximum charge per delay for the different blasting zones
as given in Table 7.1 should be strictly followed to contain ground vibration
within the safe limit.
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Table 8.1: Suggested blast design parameters for controlled blasting operations near
village houses/structures at Narayanposhi Iron & Manganese Ore Mines Blast Design Parameters Blasting Zone
(Distance of the residential houses from the blasting face)
200 - 300 m 300 - 500 m > 500 m
Blasthole diameter (mm) 100 - 115 100 - 115 100 - 115
Blasthole depth (m) 6 - 10 6 - 10 6 - 10
No. of holes 30 - 50 50 - 100 100 - 150
No. of rows 3 to 4 4 to 5 4 to 5
Drilling Pattern Staggered/Squared Staggered/Squared Staggered/Squared
Burden (m) 2.5 - 3.0 2.5 - 3.0 2.5 - 3.0
Spacing (m) 3.0 - 3.5 3.0 - 4.0 3.0 - 4.0
Sub-drilling length (m) 0.5 0.5 -0.7 0.5 -0.7
Top stemming length (m) 3.00 - 5.0 3.00 - 4.5 3.00 - 4.5
Explosive charge/hole (kg) 25.00 - 60.00 25.00 - 70.00 25.00 - 70.00
Max. Charge/delay (kg) 25.00 - 75.00 75.00 - 270.00 270.00 - 350.00
Total Charge (kg) 750.00 - 3,000.00 1,250.00 - 7,000.00 2,500.00 - 10,500.00
Explosive types 83 mm diameter
cartridge
explosives/SME
83 mm diameter
cartridge explosives/
SME
83 mm diameter
cartridge explosives/
SME
Type of in-hole explosive
and surface hole-to-hole
initiations
Nonel (shock Tube)
initiation
Nonel (shock Tube)
initiation
Nonel (shock Tube)
initiation
For in-hole as well as surface hole-to-hole initiation, non-electric initiation
systems (Nonel/shock tube system) are recommended for controlled
blasting operations in the mine. Bottom initiation should be followed while
charging a hole using Nonel system. No detonating cord should be used for
charging of holes and surface hole-to-hole connections. In the experimental
blasts, 17 milliseconds delay TLDs were used for hole-to-hole initiation in a row
in all the blasts, except in one blast, where 25 ms delay was used. However,
25 milliseconds delay of TLDs have been recommended in place of 17 ms
TLDs, particularly for blasting operations within the blasting zone of 200 to 300
distance from the residential houses/structures of the nearby villages. For
delay between row, the minimum delays should be 42 ms. The suggested
firing pattern for multi-rows holes are given in Figures 8.1 to 8.13.
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Fig. 8.1. Suggested firing pattern of holes for multi-row blasts using 25 ms delay between
Holes in a row and combination of 25 ms and 42 ms delays between rows.
Fig. 8.2. Firing sequence of holes and direction of rock movement obtained in the
Suggested pattern shown in Figure 8.1
Fig. 8.3. The number of holes detonated within 8 milliseconds window along with the
the detonation time obtained in the suggested pattern shown in Figure 8.1
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9.0 ADDITIONAL CONTROLLED MEASURES SUGGESTED FOR VIBRATIONS
AND FLYROCKS
Even though controlled blast design patterns have been suggested for
controlling of ground vibration, flyrock and noise/air overpressure for the
safety of the nearby residential houses/structures, the additional controlled
measures have been suggested for further improvement in safe blasting
operations at Narayanposhi Iron & Manganese Ore Mines of M/s Arayan
Mining & Trading Corporation Ltd. in the following section.
9.1 Controlled Measures for Ground Vibrations
The intensity and characteristics of ground vibration generated from a
blasting source depend upon different parameters such as:
Local geology
Charge weight per delay
Distance from the point of blast
Delay period
Spatial distribution of explosive charge
Confinement
Type of explosive
The confinement of explosive charge such as more burden and spacing
values, deeply buried charge (excessive stemming length) and presence of
blasted material at the face (choked face) generally increase the level of
ground vibration. Explosives having lower borehole pressures also produce
lower vibration than those explosives having higher strength with more
detonation pressure.
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The followings are some of the principal factors that can be taken into
account for reducing blast generated ground vibrations:
Minimizing the explosive charge per delay by reducing drill hole
diameter, blasthole depth, decking the explosive charges in a hole and
initiating them at different times.
Reduce the number of blastholes having instantaneous detonators by
using more number of delay detonators.
Choose effective delay time between holes and rows which avoid wave
interaction and give good rock displacement.
Set the initiation sequence in a way that it progresses away from the
structures to be protected.
Maintain bench height to burden ratio more than two and use
adequate powder factor to decrease over confinement of explosive
charge.
Use the largest possible free face blast area and avoid choked face
blasting.
9.2 Controlled Measures for Flyrock
The following suggestions and recommendations have been made as the
additional precautions for future to control flyrock.
The primary means of controlling flyrock is through proper blast design
and delay timing. The consistency of the burden, specially the front
burden (distance between the first row to free face) must be
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maintained. Bench height to burden ratio less than 1.5 should be
avoided.
While loading a shot, the blaster must be aware of his true powder
factor in terms of the amount of explosive to be charged for the
quantity of rock to be fragmented. Charging of excessive explosive
quantity should be avoided.
The blasting site should always be inspected before marking the holes.
If any clay seams, open joints and bedding planes are present in the
bench, an adjustment should be made in the drilling pattern.
The holes should be drilled in conformity of the face. Wherever
possible, vertical holes should be preferred against the inclined holes.
Before loading, blasting officials should always check the hole depths
and ensure that the holes are drilled as per the blast design.
Any change in the blast design should carefully be considered from
the standpoint of its potential effect on flyrock.
All loosened pieces of the rock from the blasting site should be
cleared before charging.
Statutory provisions should be strictly implemented.
An injury due to lack of blast area security occurs when a person fails to stay
inside a blast shelter or in a protected location or safe distances. Accidents
due to lack of blast area security are commonly caused by the followings
which should be strictly taken care of in all the blasting operations.
Failure to evacuate the blast area by employees and visitors,
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Failure to understand the instructions of the blaster or supervisor,
Inadequate guarding of the access roads leading to the blast area,
and;
Taking shelter at an unsafe location or inside a weak structure.
10.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of experimental blasts conducted, observations made in
the field and analyses of the ground vibration data collected, the following
conclusions and recommendations are made for safe and optimum
controlled blasting operations at Narayanposhi Iron & Manganese Ore Mines
of M/s Arayan Mining & Trading Corporation Ltd.
(1) In total, eight rounds of experimental blasts were carried out in Quarry-
4 and RF Quarry with four blasts each in both the quarries. The
blasthole diameter used in all the experimental blasts was 100 mm. Six
experimental blasts were conducted with 83 mm diameter cartridge
explosive of 2.78 kg weight per cartridge and two blasts were
conducted with SME explosives. Nonel (shock tube) initiation systems
were used in all the experimental blasts.
(2) The total number of holes in the blasting rounds varied from 14 to 105.
The burden value used in the experimental blasts varied between 2.5
to 3.0 m and spacing varied from 3.0 to 4.0 m. Depending on the
depth of hole, the explosive charge per hole varied from 19.44 to 70.00
kg. The total explosive charge in a blasting round varied between
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675.00 and 6,546 kg. The maximum explosive charge per delay (holes
firing within 8 ms widows) varied from 38.88 to 187.00 kg.
(3) During the experimental blasts conducted in Quarry-4, blast-induced
ground vibrations and air overpressures/noises were monitored near
the Church, Sarpanch house, temporary shops in Narayanposhi village
and haul road closer to the blasting sites, towards Narayanposhi
village. In one experimental blast, ground vibration was monitored
towards Kashira village. The distances of vibration monitoring points
from the blasting sites in Quarry-4 varied from 150 to 707 m.
(4) During the experimental blasts conducted in RF Quarry, ground
vibrations and air overpressures/noises were monitored near the labor
camp as well as on the haul road, closer to the blasting sites, towards
Labor hutments. In one experimental blast, ground vibration was also
monitored towards Kashira village also. The distances of vibration
monitoring points from the blasting sites in Quarry-4 varied from 115 to
1040 m.
(5) From the nine experimental blasts conducted during the period of field
investigation, twenty-nine ground vibration data were recorded at the
different vibration monitoring stations. Depending on the distance of
vibration monitoring point from the blasting site and the explosive
charge quantity used in the blasting round, the magnitudes of ground
vibration data recorded from all the experimental blasts varied
between 0.568 and 5.17 mm/s.
(6) The magnitudes of ground vibrations recorded near the Church in
Narayanposhi village varied from 0.813 to 1.68 mm/s. The distance of
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vibration monitoring point near the church from the different
experimental blasting sites at Quarry-4 varied from 613 to 707 m. The
highest magnitude of vibration recorded near the Church was 1.67
mm/sec at 690 m distance with the corresponding dominant
frequency of 2.75 Hz. This was recorded during the experimental blast
conducted at 3rd Bench in Quarry-4 where the maximum charge per
delay was 187.00 kg and the total explosive charge in the blasting
round was 6546.25 kg.
(7) The magnitude of ground vibration recorded near the house of
Sarpanch in Narayanposhi village was 1.40 mm/s with the
corresponding dominant frequency of 3.13 Hz. This was recorded
during the experimental blast conducted at 3rd Bench in Quarry-4
(Experimental Blast No. B-8) where the maximum charge per delay
was 187.00 kg and the total explosive charge in the blasting round was
6546.25 kg. The distance of vibration monitoring point near the church
the experimental blasting site was 668.0 m.
(8) The magnitudes of ground vibration recorded near the Labor Camp
of the mine varied from 1.25 to 2.86 mm/s. The distances of vibration
monitoring point near the Labor Camp from the different experimental
blasting sites at RF Quarry varied from 300 to 490 m.
(9) Ground vibration data could not be recorded at the monitoring point
on ground surface towards Kashira village during the experimental
blast in Quarry-4 and RF Quarry. The distances of vibration monitoring
points from the blasting sites at Quarry-4 and RF Quarry were 460 m
and 1040 m respectively.
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(10) The highest magnitude of ground vibration recorded on the haul road,
closer to the blasting sites was 5.17 mm/s at the distance of 155 m. The
corresponding value of dominant frequency was 22.8 Hz. This was
recorded during the experimental blast conducted at Sub-Bench in RF
Quarry where the maximum charge per delay and total explosive
charge were 38.88 kg and 875.00 kg respectively.
(11) The dominant excitation frequency of the ground vibration waves
ranged between 2.25 and 26.8 Hz. Based on the attenuation
characteristic of ground vibration waves and dominant frequencies,
the safe level of ground vibration in term of peak particle velocity
(PPV) for the residential houses/structures of the nearby villages has
been taken as 5.0 mm/s. However, for the structures belonging to M/s
Aryan Mining and Trading Cor. Ltd., PPV value of 10 mm/s has been
taken safe level for ground vibration as per the DGMS Standard
(Technical Circular Number 7 of 1997).
(12) The levels of ground vibration data obtained from the experimental
blasts conducted at Quarry-4 and RF Quarry nearby the different
structures/houses were all within the safe limits as per the DGMS
Standards.
(13) The levels of air overpressures recorded from different trial blasts varied
between 100 and 129.1 dB (L). The magnitudes of air overpressure
recorded were within the safe limits and will not cause structural
damages to the village houses.
(14) No flyrock was observed in any of the experimental blasts. The throws
of the blasted materials were also controlled and restricted within the
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blasting areas only. The control of flyrock was achieved through
proper blast design patterns along with their proper implementation
and supervision of the total blasting operations.
(15) Ground vibration predictor equation have been established for
Narayanposhi Iron & Manganese Ore Mines and is given as Equation-
7.1 in the report. The recommended explosive weights per delay for
various distances from the village houses/structures are given in Table
7.1 in the report.
(16) Based on the analysis results of ground vibration data collected,
experimental blasts results and observations made, the blasting zones
have been classified for controlled blasting operations nearby the
residential houses/structures of the village as:
(D) 200 - 300 m from the village houses/structures
(E) 300 – 500 m from the village houses/structure
(F) Beyond 500 m from the village houses/structure
(17) Details of the suggested controlled blast design parameters for the
different blasting zones are described in Section 8.1 of the report. It is
recommended to use 25 milliseconds delay of TLDs between holes in a
row instead of 17 ms TLDs. The minimum delay between rows should
also be 42 ms.
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*CSIR- INDIA*
Acknowledgement
The research team are thankful to the management of M/s Arayan Mining &
Trading Corporation Ltd. for awarding the study to CSIR-CIMFR, Dhanbad.
They also thankfully acknowledge the sincere cooperation and help
extended to them during the period of field investigation by the following
officials M/s Arayan Mining & Trading Corporation Ltd and M/s Thriveni
Earthmover Private Limited.
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*CSIR- INDIA*
ANNEXURE
44
Table-A1: Details of experimental blasts conducted at Narayanposhi Iron & Mn Ore Mines of M/s Aryan Mining & Trading Corp. Ltd, Koira, Sundergarh, Odisha
Blast No.
Date of
blast
Location of blast
Hole dia.
[mm]
Hole depth
[m]
No. of
holes
Avg. Burden
[m]
Avg. Spacing
[m]
No. of
deck
Avg. top stemming
length [m]
Avg. charge/
hole [kg]
Total charge
[kg]
Max. Charge/
delay [kg]
Remarks
B-1 15-05-2018 RF Quarry,
1st
Bench
110 8.5-9.0 40 3.0 3.5 Nil 4.0 - 4.5 48.125 1925.00 100.08 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-2 15-05-2018 RF Quarry,
Top bench
110 3.0-6.0 64 2.0-2.5 2.5-3.0 Nil 2.2 - 3.0 8.34
&
22.24
950.00 66.72 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-3 15-05-2018 Quarry -4,
Bottom bench
110 6.0 40 2.5 3.0 Nil 3.0 22.50 900.00 45.00 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-4 15-05-2018 Quarry-4,
Top bench
110 6.0 30 2.5 3.0 Nil 3.0 22.50 675.00 45.00 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-5 16-05-2018 RF Quarry,
Sub-bench
(Top)
110 5.0 45 2.5 3.0 Nil 2.5-2.75 19.44 875.00 38.88 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-6 16-05-2018 Quarry-4,
Top bench
110 6.0 55 2.5 3.0 Nil 3.0 22.27 1,225.00 44.54 Cartridge explosive with Nonel
initiation system, DTH-475 ms,
TLD-17 ms
B-7 17-05-2018 RF Quarry
2nd
bench
(Northern
side)
110 9.0 14 3.0 3.5 Nil 4.0-4.5 65.25 913.500 65.25 SME explosive with Nonel
initiation system, DTH-250 ms,
TLD-25ms, 42ms
B-8 17-05-2018 Quarry-4,
3rd
Bench
110 9.0-10.0 105 3.0 3.5 Nil 4.5-5.0 62.34 6,546.25 187.02 SME explosive with Nonel
initiation system, DTH-250 ms,
TLD-17ms,42ms
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Table-A2: Details of ground vibrations, air overpressure and flyrock recorded at Narayanposhi Iron & Mn Ore Mines, Koira, Odisha
Blast No.
Date of
blast
Location of
blast
Total charge
[kg]
Max. Charge /
delay [kg]
Ground vibration results Noise / AOP
[dB(L)]
Flyrock observed; if
any Monitoring points Distance
[m]
PPV
[mm/s]
Freq.
[Hz]
B-1 15-05-2018 RF Quarry,
1st
Bench
1925.00 100.08 On haul road, hill slope towards hutment 319 3.33 11.9 112.0 No flyrock
Near the haul road, hill slope, towards hutment 357 1.70 6.63 112.0
On level ground, near labour camp 440 1.65 9.25 108.4
On level ground, near labour camp 490 1.25 7.13 129.4
B-2 15-05-2018 RF Quarry,
Top bench
950.00
66.72 On haul road, hill slope towards hutment 200 4.08 10.1 112.0 No flyrock
Near the haul road, hill slope, towards hutment 250 1.46 9.50 112.0
On level ground, near labour camp 300 2.30 9.25 113.1
On level ground, near labour camp 440 1.91 8.63 129.4
B-3 15-05-2018 Quarry -
04,
Bottom
bench
900.00 45.00 On haul road, bottom bench towards Narayanposhi village 150 4.00 7.25 - No flyrock
On ground surface near Quick Dispatch System (QDS) 300 1.43 5.38 128.9
Near the temporary shop, towards Panchayat house 420 2.10 26.8 108.0
Near the Church of Narayanposhi village 613 1.28 5.13 101.0
B-4
15-05-2018 Quarry-04,
Top bench
675.00 45.00 On haul road, bottom bench towards Narayanposhi village 468 0.568 2.75 128.6 No flyrock
On ground surface near Quick Dispatch System (QDS) 490 0.603 7.13 -
Near the temporary shop, towards Panchayat house 584 <0.5 - -
Near the Church of Narayanposhi village 707 0.813 2.63 -
B-5
16-05-2018 RF Quarry,
Sub-bench
(Top)
875.00 38.88 On haul road, hill slope towards hutment 155 5.17 22.8 109.9 No flyrock
Near the haul road, hill slope, towards hutment 200 2.65 19.9 129.2
On level ground, near labour camp 405 2.86 8.13 109.5
On ground surface, towards Kashira village 1040 <0.5 - -
B-6
16-05-2018 Quarry-04,
Top bench
1225.00 44.54 Old Quarry No. 6, towards Kashira village 145 3.84 6.7 116.3 No flyrock
Old Quarry No. 6, towards Kashira village 220 1.21 2.25 100.0
Old Quarry No. 6. towards Kashira village 300 1.17 3.25 130.9
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On ground surface, towards Kashira village 460 <0.5 - -
B-7
17-05-2018 RF Quarry
2nd
bench
(northern
side)
913.50 65.25 On haul road, hill slope towards hutment 115 4.59 7.88 125.6 No flyrock
Near the haul road ,hill slope, towards hutment 270 4.18 13.5 129.1
On level ground, near labour camp 385 2.27 7.0 109.5
On level ground, near labour camp 430 2.14 6.75 112.0
B-8
17-05-2018 Quarry-04,
3rd
Bench
6546.25 187.02 On ground surface near Quick Dispatch System (QDS) 270 2.46 6.60 116.9 No flyrock
Near Gate No-2, Narayanposhi Village 432 2.08 2.25 109.5
Near Sarpanch house, Narayanposhi Village 668 1.40 3.13 129.1
Near Church of Narayanposhi Village 690 1.67 2.75 103.5
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
47
*CSIR- INDIA*
EVENT REPORTS AND FFT REPORTS
OF GROUND VIBRATIONS
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
48
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
49
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
50
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
51
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
52
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
53
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
54
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
55
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
56
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
57
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
58
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
59
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
60
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
61
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
62
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
63
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
64
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
65
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
66
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
67
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
68
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
69
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
70
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
71
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
72
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
73
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
74
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
75
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
76
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
77
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
78
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
79
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
80
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
81
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
82
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
83
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
84
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
85
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
86
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
87
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
88
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
89
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
90
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
91
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
92
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
93
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
94
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
95
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
96
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
97
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
98
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
99
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
100
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
101
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
102
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
103
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
104
*CSIR- INDIA*
CSIR-Central Institute of Mining & Fuel Research (CSIR-CIMFR), Dhanbad-826015
105
*CSIR- INDIA*