2.1. general overview 2.1.1 project impact on mureș river.apmtm-old.anpm.ro/files/arpm...
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Report to the Environmental Impact Assessment Study
,,Gold-silver ore mining of Certej perimeter”
„Amendments to the technical documentations EIS Report, SR, IpCT, requested by the
Ministry of Environment and Forests for the application
of the Espoo Convention provisions”
2011
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II . WATER
2.1. GENERAL OVERVIEW
2.1.1 Project Impact on Mureș River.
The measures for the water pollution fighting and prevention which are to be implemented
within the Project will positively impact Mures river, as a result if the pollution mitigation alaong
Certej stream. The expectations are in accordance with the environmental targets provided by the
Frane Directive WATER 2000/60/EC, which aim at the long term protection ,use and sustainable
management of waters and with the Management Plan of Mures water basin ( 22 December 2009)
which purpose consists of the balanced management of the water resources as well as the protection
of the aquatic eco-systems so that to achieve a „good condition‖of the surface waters in compliance
with the provisions of the Water Frame Directive.
The argumenrs of this statement are detailed in the Report to the Environmental Impact
Assessment sub-chap. 4.1, a summary being presented below.
„The acid waters are produced presently because of the past mining activities and wil be
produced by the future exploitation as well. Due to the characteristics of these waters ( low pH,
heavy metal presence, metalloids and neutral salts in solution) their treatment prior to their
discharge in the environment is required so that to comply with the NTPA 001/2005 regulations.‖
(excerpt of page 66).
The acid drainage resulting at the open pit and waste dumps further to the interaction
between the precipitations and sub-layers, they will eb cuaght and pumped to the acid drainage
treatment plant from the Processing Plant yard and the treated water will be discharged in the
emissary, Coranda stream. „The acid drainage treatment plant will be operating during the operating
and closure stages as long as acid drainage is collected and their quality requires treatment. (excerpt
of pag 61).
„The proposed process of the project for the acid water treatment ( with lime) is the optimal
alternative and one of the most largely ndusrtially sued processes providing good environmental
performance. ‖ (excerpt of pag. 69)
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„The rainfall water ( not contaminated) collected from the processing plant surface areas will be
collected through the channels from each platform and will be directed through channels to Coranda
stream emissary. The contaminated rainfall water from the surfaces where contamination may occur
will be collected in the retention basins provided with sumps wherefrom it will be directed to the
technological process.‖ (excerpt pag 86).
Another project which may generate contaminated water is represented by the Flotation
Tailings Management Facility. The clarified water of this tailings facility will be colected and
pumped to the processing plant to be partly recycled to the process while the excess water will be
discharged in the emissary `( Coranda stream) after treatment. „The proposed BAT technologies
and presented previously for the aicd water treatment are valid also for the treatment of clarified
waters discharged from the tailings facility and for the slurry resultd at ore flotation.‖ (excerpt pag
70).
For the cyanidation TMF, the clarified waters collected and pumped to the plant will „be
entirely recycled to the process and discharged only under special meteorological conditions and
after treatment‖ (excerpt pag 95).
„Taking into account the above mentioned and in the previous chapters (catchment,
diversion and canalization of some surface waters , collection and treatment of contaminated
meteoric waters and meteorice , water recycling, contaminant concentrations in the used water, used
water flow rates, efficiency of the treatment plants, monitoring acitons etc.), there results that used
waters discharged in the emissary will have lower concentrations compared to those provided by
the environmental legislation in force (NTPA 001/2002),and the quality of the receiver , its use and
the downstream eco-systems will not be impacted after the used water discharge. On the cotnrary,
under the circumstances of constructing a divesion, collection and treatment system of the waters
from the waste dump and open pit zone (according to those mentioned above),the new investment
will contribute to the significant mitigation of the negative impact which is generated currently by
these waters which are not controlled on the surface waters of the zone.” (excerpt pag 95).
„The frame Directive Water 2000/60/CE (transposed in the Romanian legislation through
the Law 310/2004 amending and completing the Law of Waters 107/1996) defines, at Art.2 the
condition of the surface waters from the ecological and chemical point of view, on the basis of a
classification system in 5 classes : very good, good, moderate, poor and bad.‖(excerpt pag 45)
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The main objective of the Frame Directive Water is to achieve a ‗good condition‖of all the
water bodies except for the strongly modified and artificial water bodies for whihc the „good
ecologic potential‖is defined. The Management Plan of Mures water basin represents the tool for
the implementation of the Frame Directive Water regulated through the Article 13 and the Annex
VII and its goal is to achieve a balanced management of the water resources as well as the
protection of the aquatic eco-systems, mainly aiming at a „good condition‖of the surface and
underground water.
In accordance with the Management Plan of Mures water basin „( 22 December 2009)
Mures river is consdiered as a water body highly modified from downstream Reghin locality and to
downstream Deva. The monitoring data indicate, prior to the mining exploitation start up, a good
condition both from chemical and ecological point of view, upstream the flowing out point of Certej
stream in Mures river and downstream ,too. The things are even better for several indicators which
are relevant for the mining operations indicating the presence of other pollution sources within
Mures water basin upstream teh flowing out point of Certej stream. Thus, there have been noticed
in terms of annual averages that the concentrations of sulphates, cadmium, copper, nickel,
manganese, zinc decreased downstream ( Branisca sector) compared to upstream ( Gelmar sector)
the confluence with Certej stream and in terms of maximum concentrations, they decreased for
sulphates, cadmium, copper, managanese , nickel, zinc. (abstract pages 44-46).
The efficient management solutions of the water resources provided to be implemented
within the Project are complying with the environmental targets established by the art.4 of the
Frame Directive Water and those of the Management Plan of Mures water basin and their goal is: to
prevent the deterioration of the surface water condition, imprivment of the strongly modified and
artificialw ater bodies so that to acheive a \‘good ecological potential‖and „good chemical
condition‖until the year 2015 and gradual mitigation of pollution with contaminants / gradual
removal of the prioritarily dangerous matters of surfce waters by the implementation of the best
available technologies (BAT). Under such circumstances throughout the Project life and after the
exploitation termination it is expected to maintain „agood ecologic potential‖and „a good chemical
condition‖downstream the confluence of Certej river with Mures river and even an improvment of
the water quality and aquatic life of many specific indicators.
2.1.2 Impact on the project at different stages of water courses.
There are different sources generating used waters and they depend on the activities
developped by each of the objectives and incompliance with the project development stages.
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The Report to the Environmental Impact Assessmnet, sub-chap. 4.1.3.1. Sources of used
waters (pag. 48-59) provides information referring to the quality and quantity of thes waters for
each of the project development stages ((construction, running, temporary cessation of activities,
decommissioning and closure and post – closure) and each of the spurces including the issues
related to the ex[pected impact on thereceiving waters .
În the Report to the Environmental Impact Assessment in sub-chap. 4.1.4 (pag. 89-96) it is
presented the expected impact on the water courses for each of the project development stage.
As for the impact caused by the accidental cessation of the acid drainage plant running the
following conclusions could be drawn:
-Acid drainage treatment plant has been designed to run as long as acid drainage is
collected including durin the post-closure stage. There will be treated the waters collected from the
open pit and the two waste dumps.
-„ During the operating period the two objectives can be sources of used waters generated
by the meteoric waters percolating or washing the waste dump slopes. The composition of these
waters may be different, depending on the dumped waste composition. The design provides the
catchment, canalization , drainage of permanent and non-permanent surface water courses of the
dump territory as well as their treatemtn in the Aicd Water Treatment Plant of the plant yard. Also,
it is designed to collect the rainfallw ater from outside the waste dump area through the guard
channels which direct the waters outside their perimeter. The details referring to these arrangement
works were described in chapter 1.‖ (Report to the Environmental Impact Assessment chap. 4.1.
pag. 52).
-When an accidental stoppage of the acid drainage treatment plant occur, the acid water are
no longer pumped out of the open pit and from the collection basins situated downstream the two
waste dumps.
-The pluvial waters collected from the open pit remain within the open pit until the
treatment plant operation is resumed so no additional impact on water courses is generated.
As for the pluvial water collected of the two waste dump zone they will be collected in the
storage basins described in the Report to the Environmental Impact Assessment chap. 1 :
„North waste dump acid water settling and storage basins
Based on the dimensioning calculations, two acid water collecting basins have been
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designed. The catchment area for the North waste dump can be divided in two separate areas
because there are two streams within its territory. Area no.1 is 155.000 m2, whereas Area no.2 is
675.000 m2. The runoff water from Area 1 will be collected by basin no.1 of the North waste dump,
whereas the leaking water from Area 2 will be collected by basin no.2 of the North waste dump.
..... The North waste dump storage basin no.1 will have the maximum capacity of 16.000m3
.... The North waste dump storage basin no. 2 will have the maximum capacity of 4.000c.m
South waste dump acid water settling and storage basins
Based on the dimensioning calculations for the South waste dump (which has a catchment
area of 650.000 m2)
, one basin has been designed for collecting the acid waters.
The South waste dump acid water storage basin will have the maximum capacity of
15.000c.m. (excerpt pag. 25-26).
These basins have been designed to collect 75 % of the average 24 hour rainfall.
Based on the hydrology data presented by the Directorare of Mures Basin Waters and
namely:
o „Determination of the maximum flow – rate for a probability of 0,1%, 0,5%, 1%,
2%, 5% and 10% return for Macris stream
o „Determination of te maximum flow-rate with a probability of 0,1%, 0,5%, 1%, 2%,
5% and 10% return along Grozei, Ciongani, Borzei, Floroaia Toader streams‖,
The average flow (m3/h) from the waste dumps assumming different return periods have
been calculated, and the results for the reception area are presented in a cumulative manner, in the
table below:
Month /Year Flowing
coefficient
Ian Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Average
Average precipitation 70% 41 37 45 72 85 102 92 81 75 47 41 52 64
Precipitation with 10
year return
70% 57 51 63 100 119 143 129 114 105 66 58 73 90
Precipitation with
100 year return
80% 101 90 112 177 210 252 227 201 185 116 102 129 158
Precipitation with
1,000 year return
80% 138 123 153 241 287 344 310 274 253 159 139 177 217
Precipitation with
10,000 return
90% 197 176 218 344 409 491 443 392 361 226 198 252 309
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It is noticed that in June there occur the highest values. Taking into account that the
collection and storage basins have a total capacity of 35,000 c.m if nothing is pumped to the
treatment plant, they get filled within:
Return period (years) Average 10 100 1000 10000
Duration of the basin filling (hours) 343 245 139 102 71
There was also calculated a maximum volume of water induced by a maximum precipitation of 24
hours, for the waste dumps for different return periods and the results are given below:
Return period (years) Maximum
average
10 100 1000 10000
Probable volume for Area 1 North waste
dump (m3)
20635 27311 42483 57049 71714
Probable volume for Area 2 North waste
dump (m3)
4663 6172 9601 12893 16184
Probable volume for North waste dump
(m3)
25298 33483 52084 69941 87799
Probable volume for South waste dump
(m3)
19788 26190 40740 54708 68676
Total probable volume (m3) 45086 59673 92824 124650 156475
Total probable volume (m3/h) 1879 2487 3868 5194 6520
Taking into account that the collection and storage basins have a total capacity of 35,000
c.m if nothing is pumped to the treatment plant , they are entirely filled during
Return period (years) Maximum average 10 100 1000 10000
Duration of basin filling
(hours)
18,6 14 9 6,7 5,4
If the treatment plant stop running and thus the pumping operations from these basins to the
plant is stopped, the precipitation waters flow from the two waste dumps and are collected in the
above described basins until:
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- a. The rain stops and so no collection is required. In such case no additional impact on
water courses occurs.
- b. Collection of waters continue until the entire filling of the basins and further on the
collected water overflow the basin in Macris stream until such rain stops. In this case, thete may be
an impact of Macris stream water quality.
This impact was quantified considering that:
1. The cessation of the tretament plant running takes place during the rain which flow-rate is
equivalent to the mzximum precipitation for 24 hours, for 1,000 year return period, and last more
than 6,7 hours , so the waters collected overflow the basin in Macris stream for at least 24-6,7 =
17,3 hours , at a fow-rate of 5,194 c.m/h or 1,443 c.m/s.
2. In accordance with the data provided by the „Apele Române‖National Administration
Water Directorate of Mureş through the note no. 13090/8.01.2009, the maximum flow-rate for a
0.1% return probability of Macris stream , in section P4 ( before the confluence with Valea Baiegii
stream, downstream the South waste dump where the receiving surface of the stream is 7.63 sq.km)
is 86.5 c.m/s while along Valea Baiegii within P1 section (dopwnstream South waste dump where
this stream has a receiving surface of 3.79 sq.m) is 57.1 c.m/s, so the flow-rate of Hondol stream
dowstream the confluence of Macris stream with Valea Baiegii is 143.6 c.m/s.
3. At the development of the Report to the Environamental Impact Assessment, INCD
ECOIND took soome samples amd analusyed the existing waste samples ( dumped) presently on
the two waste dump sites. To revel the eventual contaminants which could be engaged by the
precipitationw aters on these samples there have been carried out levigation batch tests in
accordance with the requirments of the SR EN 12457/2003 – Test for checking the compliance for
the levigation of the grain residues and slurries Part 2 – Test with one stage per batch for a L/S
ration of 10 1/kg for materials with high content of solids and particles below 4mm.
In table 3.3. of chapter 3 there are presented the results concerning the levigate
compositions.
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Table No. 3.3. The results of the leaching tests
*) detection limit of the applied method (excerpt of the Report to the Environmental Impact Assessment
sub-chap. 4.1 pag. 50)
Shlould other data referring to the expected composition of the water collected from the two
waste dump surface, are missing, then the environmental impact will be based on a composition
calculated as the average of the above two determintions, expressed as concentration of the aqeous
extract resulted at the levigation test:
Crt.
No. Indicator UM
The value of the
indicators
Leaching ratio: L/S10
l/kg
North
waste
dump
South
waste
dump
1
Total
dissolved
solids (TDS)
mg/kg dry
substance 880 8.740
2 Sulphates mg/kg dry
substance 399.10 5563.40
3 Cadmium mg/kg dry
substance
< 0.02* < 0.02*
4 Cr total mg/kg dry
substance
< 0.1* < 0.1*
5 Cobalt mg/kg dry
substance < 0.2* < 0.2*
6 Copper mg/kg dry
substance
< 0.08* < 0.08*
7 Nickel mg/kg dry
substance
< 0.08* < 0.08*
8 Lead mg/kg dry
substance
< 0.2* 4.25
9 Zinc mg/kg dry
substance
9.144 82.71
10 Arsenic mg/kg dry
substance
0.001 0.001
11 pH - 3.87 6.90
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No. Indicator MU
Indicator Value
Levigation report L/S10 l/kg
North
waste
dump
South waste
dump
Average
1 Filterable
residue mg/l 88 874
481
2 Sulphates mg/l 39.91 556.34 298.12
3 Cadmium mg/l 0.002 0.002 0.002
4 Cr total mg/l 0.01 0.01 0.01
5 Cobalt mg/l 0.02 0.02 0.02
6 Copper mg/l 0.008 0.008 0.008
7 Nickel mg/l 0,008 0,008 0.008
8 Lead mg/l 0.02 0.425 0.2225
9 Zinc mg/l 0.9144 8.271 4.592
10 Arsen mg/l 0.0001 0.0001 0.0001
11 pH - 3.87 6.90 5.8
Because the calculation flow-rate for a 0,1 % probability (return period of 1,000 years) has
been calculated at 1.443 c.m/s and Hondol stream flow-rate downstream the two waste dump is
143.6 c.m/s, it can be considered that the acid drainage overflown from the storage basins are
approximately 100 times diluted and thus there can be calculated an expected composition of
Hondol stream water, assuming that pollution is caused only by the flows from the basins while the
water courses of receiving water are very clean.
The table below presents the expected concentrations of Hondol stream water compared to
the admissible limits provided for the surface water quality as per the Order of the Minister of the
Ministry of Environment and Water Administration 161/2006:
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Indicator
Average
Conc.
dumps
Expected Conc.
Hondol streaml
Classification of the surface water quality as per the
Order of Minister of the Ministry of Environment and
Water Administration 161/2006
Cal. I Cal. II Cal. III Cal. IV Cal. V
pH 5.8 6.88 6,5 — 8,5
Filterable residue
(mg/l) 481 4.81 500 750 1000 1300 >1300
Cr total (µ/l) 10 0.1 25 50 100 250 >250
Cu (µ/l) 8 0.08 20 30 50 100 >100
Pb (µg/l) 222.5 2.225 5 10 25 50 >50
Zn(µ/l) 4592 45.92 100 200 500 1000 >1000
Cd (µ/l) 2 0.02 0.5 1 2 5 >5
Ni (µ/l) 8 0.08 10 25 50 100 >100
Cobalt (µ/l) 20 0.2 10 20 50 100 >100
SO42-
(mg/l) 298.12 2.9812 50 120 250 300 >300
As (µ/l) 0.1 0.001 10 20 50 100 >100
Reviewing the rsults obtained it can be noticed that all the indicators considered reveal
values corresponding to the I class of quality, so that it can be expected there will actually be no
impact.‖
2.1.3 Map of the hydrology system of the Project zone
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2.1.4. Simulation of the storage capacity of the tailings management facilities under unusual heavy
precipitations.
The high flow-rates safety of the tailings facility was reviewed for precipitation calculation
(1/1000) and checking precipitation (1/10000), in accordance with the provisions of the
STANDARD 4068/87 for a I class construction work. There has been also performed a PMP check.
The hypothesis according to which the collection system and the water diversion from the outer
basin of the tailings facility ( valley side basin) was compromised and that the whole amount of
precipitation water gets into the tailings facility, has been considered.
The design determined the clearance elevations to be maintained for each stage of the dam
construction so that to take over the water amount generated by extraordinary precipitations (§ 5.2).
To discharge this water within a time recommended by ICOLD and IPROMIN institutions, the
flow-rates are pumped from the CIL TMF in the Flotation TMF and then in the emissary the pumps
being placed on floating barges.
VERIFICATION CALCULATIONS
1. Maximum volumes of water to verify CIL TMF’s dam
Maximum volume. = Volume of water falling on the pondc + volume of water flowing out the valley sides
of the water basin
hs 0,01% = flown layer from the water basin
hs 0,01% = 225mm (according to the hydrology study INHGA Aug.2010)
Vol. max.= Slac x PMP + F1 x hs 0,01 % în care:
Slac = pond surface area at different levels (sq.m)
PMP – maximum probable rainfall (440mm is adopted as per Roşia Montană Project)
F1 = Surface area of the water basin up to the CIL dam of the hydrology study INHGA
F1 = 0,70 sq.km = 700.000 sq,m
Dam on 780mdMN level
S lac = 60.618 mp hs = 0,44m
V1 = 60.618 mp x 0,44m = 26.671,92 mc
S valley sides = (700.000 – 60.618)sq.m = 639.382sq.m hs = 0,225m
V2 = 639.382sq.m x 0,225m = 143.861c.m
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A safety factor of 20% 1,20 x 143.861 = 172.633,14c.m
V total retained = 26.671,92 + 172.633,14 = 199.305,1 c.m ~ 199.300 c.m
Dam on 800mdMN level
S pond = 184.493 sq.m hs = 0,44m
V1 = 184.493sq.m x 0,44m = 81.176,92 c.m
S valley sides = (700.000–184.493)sq.m =515.507sq.m hs = 0,225m
V2 = 515.507sq.m x 0,225m = 115.989,1c.m
A safety factor of 20% 1,20 x 115.989,1= 139186,89c.m
V total retained = 81.176,92 + 139.186.89 = 220.363,8mc ~ 220.400c.m
Dam on 827,50mdMN level
S pond = 261.318 sq.m hs = 0,44m
V1 = 261.318sq.m x 0,44m = 114.979,9 c.m
S valley sides = (700.000–261.318)sq.m =438.682sq.m hs = 0,225m
V2 = 438.682sq.m x 0,225m = 98.703,45c.m
A safety factor of 20% 1,20 x 98.703,45= 118.444,14mc
V total retained = 81.176,92 + 118.444,14= 233.424,10mc ~ 233.500c.m
2.Maximum volumes for Flotation TMF’s dam verifying
Maximum volume = Volume falling on the pond + vol. Flown from the valley sides of the water
basin
hs 0,01% = layer flown from the water basin
hs 0,01% = 220mm (according to the hydrology staudy INHGA aug.2010)
Vol. max.= Spond x PMP + F2 x hs 0,01 % where:
Slac = surface of the pond at different levels (ha)
PMP – maximum probable rain (about 440mm is adopted as per Rosia Montana Project)
F2 = Surface of the water basin up to the flotation TMF‘s dam of the INHGA hydrology
study
F2 = 1,8 sq.km – 0,7 sq.km = 1,10 sq.km = 1.100.000 sq.m
Dam on 625,00mdMN level
S pond= 97.536 sq.m hs = 0,44m
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V1 = 97.536 sq.m x 0,44m = 42.915,84 c.m
S valley sides = (1.100.000 – 97.536)sq.m = 1.002.464sq.m hs = 0,225m
V2 = 1.002.464sq.m x 0,225m = 225.554,4c.m
Asafety factor of 20% is added: 1,20 x 225.554,4= 270.665,28c.m
V total retained = 42.915,84 + 270.665,28= 315.581,1 c.m ~ 315.600 c.m
Dam on 670,00mdMN level
S pond = 266.632 sq.m hs = 0,44m
V1 = 266.632 sq.m x 0,44m = 117.318,1 c.m
S valley sides = (1.100.000 – 266.632)sq.m = 833.368sq.m hs = 0,225m
V2 = 833.368sq.m x 0,225m = 187.507,8c.m
A safety factor of 20% is added 1,20 x 187.507,8= 225.009,36c.m
V total retained = 117.318,10 + 225.009,36= 342.327,40 c.m ~ 342.400 c.m
Dam on 707,00mdMN level
S pond= 421.162 sq.m hs = 0,44m
V1 = 421.162 sq.m x 0,44m = 185.311,30 c.m
S valley sides = (1.100.000 – 421.162)sq.m = 678.838sq.m hs = 0,225m
V2 = 678.838sq.m x 0,225m = 152.738,60c.m
A safety factor of 20% is added 1,20 x 152.738,60 = 183.286,26c.m
V total retained = 185.311,30 + 152.738,60= 368.597,5 mc ~ 368.600 c.m
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Flotation TMF No. 1 Dam
Crest of wave level h
guard Water level
Tailings
facility
volume
Volume
water level
High flood
volume
Tailings
volume
Deposition
level
H
High
flood
h
safe
elevation
[mdM] [m] [mdM] [mii mc] [mii mc] [mii mc] [mii mc] [mdM] [m] [m]
1 2 3=1-2 4 5 6 7=5-6 8 9=3-8 10=9-2
707,00
0,70
706,30 22.824 22.533 369 22.164 705,36 0,94 1,64
700,00 699,30 19.957 19.710 364 19.346 698,34 0,96 1,66
695,00 694,30 18.043 17.799 360 17.439 693,32 0,98 1,68
690,00 689,30 16.244 16.017 356 15.661 688,28 1,02 1,72
685,00 684,30 14.554 14.345 353 13.992 683,22 1,08 1,78
680,00 679,30 12.969 12.777 349 12.428 678,15 1,15 1,85
675,00 674,30 11.486 11.306 346 10.960 673,06 1,24 1,94
670,00 669,30 10.103 9.920 342 9.578 667,92 1,38 2,08
655,00 654,30 6.555 6.422 331 6.090 652,57 1,73 2,43
640,00 639,30 3.984 3.895 321 3.574 636,92 2,38 3,08
625,00 624,30 2.183 2.119 314 1.805 620,78 3,52 4,22
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CIL TMF No.2 dam
Crest of wave
level
h
guard Water level
Tailings
facility
volume
Volume
water level
High flood
volume
Tailings
volume
Deposition
level
H
High flood
h
safe
elevation
[mdM] [m] [mdM] [thous.c.m] [thous.c.cm] [thous.c.m] [thous.c.m] [mdM] [m] [m]
1 2 3=1-2 4 5 6 7=5-6 8 9=3-8 10=9-2
827,50
0,70
826,80 8.147 7.968 233 7.735 825,88 0,92 1,62
825,00 824,30 7.510 7.338 231 7.107 823,34 0,96 1,66
822,50 821,80 6.908 6.743 229 6.513 820,80 1,00 1,70
820,00 819,30 6.332 6.179 227 5.952 818,25 1,05 1,75
817,50 816,80 5.794 5.645 225 5.420 817,71 1,09 1,79
815,00 814,30 5.273 5.135 223 4.911 813,17 1,13 1,83
812,50 811,80 4.786 4.647 222 4.425 810,62 1,18 1,88
810,00 809,30 4.310 4.184 220 3.964 808,05 1,25 1,95
805,00 804,30 3.450 3.341 216 3.124 802,88 1,42 2,12
800,00 799,30 2.711 2.618 212 2.406 797,81 1,49 2,19
795,00 794,30 2.083 2.050 209 1.841 792,79 1,51 2,21
790,00 789,30 1.559 1.495 205 1.290 786,95 2,35 3,05
785,00 784,30 1.131 1.080 202 878 781,40 2,90 3,60
780,00 779,30 788 748 199 549 775,58 3,72 4,42
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Calculul volumelor de precipitatii acumulate in iazul CIL la nivel coronament 780 mdMN (baraj starter)
fara oprire uzina cu oprire uzina fara oprire uzina cu oprire uzina
20,00% 43,06 mm 17,59 mm 295700 mp. 60600 mp. 6745 mc. 3024 mc./zi 509 mc./zi 13 zile
10% 51,65 mm 26,59 mm 295700 mp. 60600 mp. 9381 mc. 3024 mc./zi 509 mc./zi 18 zile
5% 61,26 mm 38,97 mm 295700 mp. 60600 mp. 12873 mc. 3024 mc./zi 509 mc./zi 25 zile
2% 75,17 mm 56,97 mm 295700 mp. 60600 mp. 17948 mc. 3024 mc./zi 509 mc./zi 35 zile
1% 86,11 mm 72,00 mm 295700 mp. 60600 mp. 22146 mc. 3024 mc./zi 509 mc./zi 44 zile
0,50% 99,20 mm 87,85 mm 700000 mp. 60600 mp. 62185 mc. 3024 mc./zi 2760 mc./zi 23 zile
0,10% 130,91 mm 123,75 mm 700000 mp. 60600 mp. 87059 mc. 3024 mc./zi 2760 mc./zi 32 zile
0,01% 225,00 mm 225,00 mm 700000 mp. 60600 mp. 157500 mc. 3024 mc./zi 2760 mc./zi 57 zile
Calculul volumelor de precipitatii acumulate in iazul sterile flotatie la nivel coronament 625 mdMN (baraj starter)
fara oprire uzina cu oprire uzina fara oprire uzina cu oprire uzina
20,00% 42,10 mm 17,20 mm 469000 mp. 97536 mp. 10495 mc. 4080 mc./zi 2112 mc./zi 5 zile
10% 50,50 mm 26,00 mm 469000 mp. 97536 mp. 14584 mc. 4080 mc./zi 2112 mc./zi 7 zile
5% 59,90 mm 38,10 mm 469000 mp. 97536 mp. 19995 mc. 4080 mc./zi 2112 mc./zi 9 zile
2% 73,50 mm 55,70 mm 469000 mp. 97536 mp. 27859 mc. 4080 mc./zi 2112 mc./zi 13 zile
1% 84,20 mm 70,40 mm 469000 mp. 97536 mp. 34364 mc. 4080 mc./zi 2112 mc./zi 16 zile
0,50% 97,00 mm 85,90 mm 1100000 mp. 97536 mp. 95573 mc. 4080 mc./zi 4080 mc./zi 23 zile
0,10% 128,00 mm 121,00 mm 1100000 mp. 97536 mp. 133783 mc. 4080 mc./zi 4080 mc./zi 33 zile
0,01% 220,00 mm 220,00 mm 1100000 mp. 97536 mp. 242000 mc. 4080 mc./zi 4080 mc./zi 59 zile
Nota: Cu rosu este situatia in care uzina se opreste - situatie acceptata de beneficiar
Volumele de precipitatii pentru asigurarile de pana la 1% au fost calculate tinandu-se cont de faptul ca precipitatiile din amonte de canalele de garda sunt preluate de acestea.
Volumele de precipitatii pentru asigurarile de peste 1% au fost calculate fara a se tine cont de canalele de garda.
Calculul volumelor de precipitatii acumulate in iazul CIL la nivel coronament 827,5 mdMN (cota maxima a iazului)
fara oprire uzina cu oprire uzina fara oprire uzina cu oprire uzina
20,00% 43,06 mm 17,59 mm 295700 mp. 261318 mp. 11856 mc. 3024 mc./zi 509 mc./zi 23 zile
10% 51,65 mm 26,59 mm 295700 mp. 261318 mp. 14411 mc. 3024 mc./zi 509 mc./zi 28 zile
5% 61,26 mm 38,97 mm 295700 mp. 261318 mp. 17348 mc. 3024 mc./zi 509 mc./zi 34 zile
2% 75,17 mm 56,97 mm 295700 mp. 261318 mp. 21602 mc. 3024 mc./zi 509 mc./zi 42 zile
1% 86,11 mm 72,00 mm 295700 mp. 261318 mp. 24979 mc. 3024 mc./zi 509 mc./zi 49 zile
0,50% 99,20 mm 87,85 mm 700000 mp. 261318 mp. 64463 mc. 3024 mc./zi 2760 mc./zi 23 zile
0,10% 130,91 mm 123,75 mm 700000 mp. 261318 mp. 88496 mc. 3024 mc./zi 2760 mc./zi 32 zile
0,01% 225,00 mm 225,00 mm 700000 mp. 261318 mp. 157500 mc. 3024 mc./zi 2760 mc./zi 57 zile
Calculul volumelor de precipitatii acumulate in iazul sterile flotatie la nivel coronament 707 mdMN (cota maxima a iazului)
fara oprire uzina cu oprire uzina fara oprire uzina cu oprire uzina
20,00% 42,10 mm 17,20 mm 469000 mp. 421162 mp. 18554 mc. 4080 mc./zi 2112 mc./zi 9 zile
10% 50,50 mm 26,00 mm 469000 mp. 421162 mp. 22512 mc. 4080 mc./zi 2112 mc./zi 11 zile
5% 59,90 mm 38,10 mm 469000 mp. 421162 mp. 27050 mc. 4080 mc./zi 2112 mc./zi 13 zile
2% 73,50 mm 55,70 mm 469000 mp. 421162 mp. 33620 mc. 4080 mc./zi 2112 mc./zi 16 zile
1% 84,20 mm 70,40 mm 469000 mp. 421162 mp. 38830 mc. 4080 mc./zi 2112 mc./zi 18 zile
0,50% 97,00 mm 85,90 mm 1100000 mp. 421162 mp. 99165 mc. 4080 mc./zi 4080 mc./zi 24 zile
0,10% 128,00 mm 121,00 mm 1100000 mp. 421162 mp. 136048 mc. 4080 mc./zi 4080 mc./zi 33 zile
0,01% 220,00 mm 220,00 mm 1100000 mp. 421162 mp. 242000 mc. 4080 mc./zi 4080 mc./zi 59 zile
Nota: Cu rosu este situatia in care uzina se opreste - situatie acceptata de beneficiar
Volumele de precipitatii pentru asigurarile de pana la 1% au fost calculate tinandu-se cont de faptul ca precipitatiile din amonte de canalele de garda sunt preluate de acestea.
Volumele de precipitatii pentru asigurarile de peste 1% au fost calculate fara a se tine cont de canalele de garda.
AsigurareStrat cazut
precipit.
Strat scurs
precip. (hs)
Supraf. luata in
calculSupraf. iaz
Volum
precipitatii
Capacit. statie epur.
ape iaz flotatie
Debit pompare Timp necesar pentru evacuare ape
Supraf. iaz
Supraf. iaz
Supraf. iazVolum
precipitatii
Capacitate statie
Detox2
Debit pompare Timp necesar pentru evacuare apeStrat scurs
precip. (hs)
Supraf. totala
luata in calcul
Asigurare
Asigurare
Strat cazut
precipit.
Strat cazut
precipit.
AsigurareStrat cazut
precipit.
Debit pompare Timp necesar pentru evacuare apeStrat scurs
precip. (hs)
Supraf. totala
luata in calcul
Strat scurs
precip. (hs)
Supraf. luata in
calcul
Volum
precipitatii
Capacitate statie
Detox2
Volum
precipitatii
Capacit. statie epur.
ape iaz flotatie
Debit pompare Timp necesar pentru evacuare ape
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These calculationscoinsidered the rainn falling on the pond to which no flowing
coefficient was added.
The new tables indicate the data presented for the CIL TMF starter dam (780 mdMN) and
for the Flotation TMF (625 mdMN), as well as to the maximum level of the TMF‘s (827,5
mdMN for CIL TMFand 707 mdMN for Flotation TMF). Further to the data it can be noticed
that, as the dams rise, the deposition surface areas are larger while the water level is less raised in
case of some precipitations. The calculations were made up to a 0.01% rate while for the rain
falling on the TMF and forming a rainwater layer (hs) there have been use dthe data of the
INMH studies with coefficient of reduction for the valley sides and without such coeffciients for
the TMF surface.
When proceeding with a 1% to 0,5% probability, there is a sudden increase of the tailings
facility surface because over the 1% probability the guard channels are no longer taken into
account consdiering that in such cases it is very likely that all the water from the valley sides will
reach the tailings facility surface area.
The surface area of 6 ha represents the minimum surface considered for calculation, and
with such area the clarified water discharge system can run ( in case of a smaller surface area the
water clarification in the tailings facility does not occur).
The data presented above represent the calculations according to to the current
dimensions of the treatment and pump stations from the tailings management facilities for the
two sceanrios ( stopping the runnning of the plant and no stop of plant running)). It is considered
that the palnt will be running unde rnormal conditions up to a 1% safeguard. From the tables
presented, it is noticed that the level of the water acumulated in the tailings facilities rises only
366mm in the CIL TMF and 353 mm in the Flotation TMF, under the worst scenario at the early
stage of the TMF‘s running. Thes elevels do not raise any concerns for the tailiungs facilities
where the guard was calculated with much higher values. For a 1% safeguard, the plant will be
stopped during the water discharge of the TMF‘s and it is accepted by the beneficiary.
The rainfalls with 1% return up to 0.01% rainfalls can remain on the TMF‘s for 2 months
without no risks. Under such extreme rains the treatment of the accumulated waters in the
tailings facilities will take 23-57 days for the CIL TMF and 23-59 days for the Flotation TMF.
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2.1.5 Protection fo underground water
According to the art.2 of the Directive 2006/118/CE about the underground water
protection against pollution and deterioration, „the discharge of contaminants in the
underground waters‖ means the direct or indirect inputs of the contaminants in the underground
waters as a result of humana ctivity. The guideline “Water use WAT-PS-10-01 - Assigning
groundwater assessment criteria for pollutant inputs‖, Scottish Environment Protection Agency
(SEPA), March 2010, define the indirect input as:
- infiltration throuhg the saturated zone ,
or
- its source is entirely situated within the non-saturated zone even during the season
fluctuations of the underground water level (see figure 7):
As for the indirect discharges, the annex A point 1. 6 of the guideline above indicate that
the „Directive 2000/60/EC takes into account that the discharge of matters from list II represnets
an activity which can cause pollution. The Directiva 2006/118/EC requires measures to regulate
these discharges from punctiform sources of pollution. The two directives have the same goal ,
and despite it, the Directive 2006/118/EC is more restrictive in the sense that it applies to all the
contaminants not only to those of the List II of the Directive 2000/60/EC.
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In accordance with the Directive 2006/118/EC. Article 6 – Measures for the
prevention or restriction of the contaiminant discharges in underground waters correlated
with the Directive 2000/60/EC . Article 4 – Environmental targets, referring to the
underground waters, the member states apply the required measures to prevent or restrict the
discharge of the contaminants in the udnerground waters to avoid the deteriorartion of all
underground water bodies, (direct discharges of contaminants in underground waters are not
allowed).
In the meaning of the Directive 2000/60/EC , the following definitions are applied:
- „underground water”: means that all the waters at the ground surface in the
saturated zone and in direct contact with the soil and sub-soil;
- „aquiferous”: mean one or more undrground layers of rocks or other types of
geological layers with a sufficient porosity and perviousness to allow either the flowing of a
significant amount of underground water, or the catchment of significant underground
water amounts;
- „underground water body”: mean a distinct volume of underground water from
one or several aquiferous.
The first aquiferous ( that is the upper one) indicate two zones of underground water :
non-saturated zone ( the upper one) and the saturated zone ( the lower one), separated by the
cloth surface. The saturated zone includes the solid-water complex and closes the underground
water cloth. All the voids are filled with water, the saturation coefficient is equal to 100%, while the
humidity reaches its maximum value.
The upper surface of this zone is even the cloth surface. The thickness ranges depending on
the geologicla structure and supplying rate.
From hydrology point of view, the rocks are classified as follows:
1. Pervious rocks – allow the water flowing through their pores. They can be: granular
(formed of grain material and generallly non-uniform); fissured (consisting of impeervious rocks
but with fissures with different sizes).
2. Semi-pervious rocks – water is circulating with high difficulty.
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3. Impervious rocks – do not allow the water flowing.
In relation with the perviousness, the rocks are classified as follows:
- Aquiferous rocks – have over- capillary pores and water sttorage capacity , but also it is able
to let it flow ( gravels, sands, sandstones, weakly cemented congglomerates, lumps etc.,).
- Aquiclude rocks – have capillary and sub-capillary pores with storage capacity , but
having a small capillary porosity and a low water ciculation rate and only under pressure they
are not able to let water flow ( clays, marns).
-Aquifuge rocks – consolidated rocks where the water does not penetrate because of
the very ,low porosity ( eruptive, metamorphiv, sedimentary cemented rocks)).The water
circulates only through the fissures.
In the Report to the Envrionemtnal Impact Assessment chapter 4.1 watrer sub-chapter
4.1.1.2 Quality of underground water, the following comments are made:
„The level of the underground water resulted at the infiltrations of the meteoric waters is
about 80m below the 410 m level (Hondol pit). The water flow-rate of Nicodim gallery which
collect the infiltrated meteoric waters of the open pit is small, below 1l/s and the water is
strongly mineralized having an electric conductivity of 12600 s/cm and a pH of 2,2 - 3.
The colluvial and alluvial deposits of the valley floors and from their marginal zones may
contain shallow underground water and thes edeposits usually constitute the water sources for
the wells used by the local communities. In general, the dwellings form the neighbourhood of the
investigated zone are located on upper levels compared to the industrial projects ramps (Bocşa
Mare and Bocşa Mică villages) and the quality of the underground water of the wells used by the
residents will not be impacted by the operations to be developed within this zone.
To reveal the quality of the phreatic cloth within the impact zone of the activities
developed by Certej Mine there were conducted investigations for the environmental balance-
sheet level II (INCD ECOIND, 2006)
Additionally there have been made attempts to analyse the underground water quality in
corrrelation with the the provisions of the Directive 2006/118/EC about the underground water
protection against pollution and deteriorations transposed in the Romanian legislation through
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the Government Decision no.53/2009 about the approval of the National Plan for the
underground water protection and deterioration and of the Order o the Ministry of Environment
no.137/2009 approving the threshold values for the underground water bodies of Romania (3.
Directorate of Mures Waters) for the following indicators: ammonia, chlorides, , sulfates,
arsenic, cadmium, lead, nitrites. Further to the analyses it was noticed that the in investigated
region there is no underground water body which make the object of specific analyses and this
otherwise clearly explained in the own investigations. Thus, considering the lack of specific
threshold values for the region considered, there was no possibility of correlation between the
concentrations obtained as a result of the sample analyses with certain values of the threshold
concentration values. Despite all these, the admissible values stipulated by the Law of drinking
water are more restrictive than in many cases compared to the values established by the OMM
no.137/2009.‖
To better reveal the current situation of the underground water quality in June 2010 there
was conducted anothe campaign of water sampling by means of several drill holes /wells (their
location is presented in the annex 4.1.1 1 chap.4.1 Water of the Report to the Environmental
Impact Assessment):
The water samples have been analyzed at the accredited determination laboratory for
water quality - - Târgu-Mureş, of "Apele Române"National Administration, Mures River Basin
Administration. The results obtained are given in the table 4.1.2. of chapter 4.1 Water of the
Report to the Environmental Impact Assessment, photocopies of the bulletins of anaysis are
attached in the Annexes to the same chapter.
Conclusions (Report to the Environmental Impact Assessment chap.4.1) :
No significant aquiferous occur in the zone; the depth circulation of the underground water
takes place at tje fracture system level.
The underground aquiferous which are to be impacted of the open pit, waste dump and
tailings facility zones are small and do not constitute drinking water sources.
Within the zone of the future mine, the underground aquiferous will not be subject to
significant modifications of the quality. The quality indicators of the phreatic water were not
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aubject to significant modifications, not even under the historical pollution circumstances
caused by the old mining works of the zone.
The new mining works will determine local modifications of the flowing direction of
uinderground water because of the specific planning works of the open pit zone.
In the zone of the tailings management facilities there have not been identified any
underground aquiferous at the depth of 60m at places where the drill holes for the hydro-
geology studies have been drilled.
În zonă nu există lucrări amenajate (puţuri sau lacuri cu prize) pentru alimentarea cu apă
potabilă a localităţilor.
The Report to the Environmental Impact Assessment chap. 4.1 indicates:
„c. Zone of the Flotation and CIL TMF‘s –V. Măcrişului
.... Within this zone, there were carried out in July 2008 geological prospecting drill holes
, namely in the hydrograhoc basin of Paraul lui Avram (depth 60 m), Valea Măcrişului (depth 60
m) and at the confluence of the two streams (depth 21 m). The hydrostatic level of the
underground water was not intercepted up to the drilling depth.
The underground aquiferous of the proposed location site of the tailings management facilities
are probably small and do not constitute drinking water supply sources.‖ (excerpt pag. 9)
„The tailings management facilities are located on hornblende andesite and Săcărâmb biotite
type (rooted bodies and lavas) and bodies rooted in quartziferous andesite with biotite and
Cetraş hornblende , formations with low fissure permeability. It gives a natural protection to the
geological structures below the tailoings management facilities. ( excerpt pag. 90)
„The tests performed indicate that the rock is little fractured and the perviousness is
lower than 10-9
m/s. It is to be specified that the document Reference document on best available
techniques for Management of Tailings and Waste-Rock in Mining Acitivities‖, chap. 4,
dstribuited by the European Counciul in January 2009, recommends that the sub – layer
perviousness is not higher than 10-8
m/s,because if otherwise, sealing measures are required to
reduce this admissible limit value. The results obtained so far suggest that the investigated site
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meets this requirement and no sealing measures are required . It is posisble that later on, once the
superficial layer is removed, there are identified zones with high perviousness because of the
fractures . In this case, the sealing of the portions in discussion will be made choosing a solution
in compliance with the concrete situation on the site .
.... Further to the investigation of the values obtained it is noticed that the calculated rate
of the water infiltration in the sub – layer is very low. This result is complying with the low
values of the eprmeability both for the tailings stored in the tailings facility and of the host rock.
The simulation achieved using the SEEP/W indicate that 95-98% of the water infiltrating in the
tailings deposits upstream the dam, crosses the dam body and the remaining 2-5% penetrate the
host rock beneath the tailings management facility. This is a conclusion valid for both TMF‘s.
Considering the permeability calculated for each of the units that constituting the two TMF‘s and
the obtained mathematical model it is concluded that the draining dams built of rockfill and the
existence of a drainage filter wof 3m thick is efficient for the fluid drainage from the tailings so
that they infiltrate at very small extent in the host rock. ‖ (excerpt pag. 93-95)
To establish the geotechnical parameters of the land and the foundation conditions the
investigation works continued between 2008-2010.
Within the location zone of the two tailings management facilities and respective dams (
Flotation and CIL TMF‘s) there have been completed open shafts and drill holes. All shafts, with
no exception, once they crossed the soil, delluvium or detritus stopped when reached the
bedrock, represented by mostly fresh andesites. Only close to the surface over depths between
0.10m and 1.00m the andesites are fissured and oxidized. There have been made attempts at the
laboratory „Geomecanică” of University of Petrosani. The rock quality is expressed by the
recovery coefficient established by means of the drill cores logged on site (RQD).
According to the tests and determinations performed pn the samples from the drill
holes, viziting shafts, the values of the physical – mechanic characteristics of the rocks from
the tailings management facility sites indicate the presence of rocks ( andesites) which
constitute a good foundation ground.
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Based on the results obtained with the investigations performed there has resulted that the
covering formations ( consisting of soils, delluvium or detritus and sometimes fissured and
latered andesites of up to 2.10m thick at some zones) show physical and mechanic properties
which do not allow their use for the dam construction. To get to a good rock for foundation it is
necessary to remove the superficial rock layer over the whole surface of the dam territory.
According to the design, an average 3m thickness has been provided for the riverbed zone and
1m in the valley side zone.
In IpCT item 26 (pag. 237-242) details about the Geologica Data about the tailings
manage,ment facility location site are presented.
In conclusion, it is not necessary to implement some impermeabilization measures for the
tailings facility site and waste dump sites because there is no aquiferous in the zone , maybe only
at big depths and the non-saturated zone consist of aquifuge rocks which are actually impervious.
This conclusion has been confirmed by the REPORT OF THE SURVEY/APPROVAL OF
THE TECHNICAL DOCUMENTATION ABOUT ―dams of the GOLD-SILVER ORE
MINING OF CERTEJ PERIMETER, HUNEDOARA COUNTY” TO OBTAIN THE SAFE
OPERATION PERMIT, developed in December 2010 by eng. Alexandru
CONSTANTINESCU, Expert for teh assessment of the safety condition of the dams and dykes
for industrial waste storage facilities, which at chap. 12. Recommendations specify that: „It is
not necessary to carry out piezometer drill holes on the slopes. As indicated by the geological
studies, because of the rocky characteristics of the valley sides with low fissures , there is no
piezometer level. ‖.
2.1.6.Prevention of an accident asimilar to the one of Baia Mare
The documentation Documentația „Survey/approval of the technical documentation about the
gold-silver ore mining of Certej perimeter, Hunedoara county‖ underlines in chapter 13
Conclusions:„ Further to the review of the technical design of these dams there results that the
solutions designed comply with the engineering practice in the field and complies with the safety
requirments provided by the Romanian regulations and International recommendations in the
field. ”
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In November 2010 The Technical University of Construction Buchares (UTCB)
developed the „The risk study for the tailings management facilities dams of the gold-silver
ore mining of Certej perimeter” . This study „aims at the quantifying and analyzing the
occurrence probabilities of some negative consequences downstream the tailings facilities of the
gol-silver ore mining project of Certej perimeter, as a result of some major failures or dam
bursts. The quantifying and analysis of the probabilities deserve to see to what extent the safety
of the dams from the TMF‘s complies with the currently accepted safety of the retention dams
and tailings management facilities.
The study establishes also to what extent the dams corresponding to the two tailings
management facilities – flotation and CIL TMF‘s – provides the safety allowance againts the
uncontrolled discharge of water and tailings and reveals the measures to prevent such event
throughout the facility operation stage ‖
The conclusions of this study indicate:
„ The risk study quantified the burst probabilities – burst being defined as „loss of contaminated
water and tailings downstream the Flotation TMF dam” – and of the probabilities regarding the
occurrence of some incidents with downstream impact.
The study was carried out using the consequence tree method. There were considered the CIL
TMF dam which burst would be the trigerring event for the risk analysis of the flotation TMF
dam and then the Flotation TMF dam. For each of the dams the chracateristic stages of their
evolution were reviewed and namely the starter dam construction , the first centreline rise and
the further rises.
The triggering events of the critical burst scenarios consisted of the catastrophic precipitations,
strong earthquakes and staic liquefying. For the Flotation TMF dam the water and tailings
discharge was considered for the case when the dam fails.
Assessment of the study results revealed that:
No sequence of critical events which would result in dam burst, indicate an occurrence
probability higher than 10-7
(one to 10 million years).
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The maximum probabilities of dam burst are lower by one magnitude order compared to
the admissible limits established by the Romanian standard about the „ Analysis and
assessment of the risk associated to the dams‖.
The burst probabilities and the occurrence of some ioncidents with downstream impact
are lower than those usually considered as criteria for the water retention dams or for
other engineering structures..
The particular safety of the dams from Certej mining exploitation is due to the type of dams , to
the construction of the dam bodies made of rockfill of good quality from the quarry, consolidated
using the same techniques like for the water retention dams, claearances able to retain water
volumes generated by maximum credible precipitations and to the monitoring system of the
design..‖ (Page 34 Risk study)
2.1.7 Trans-boundary Impact ul în context transfrontieră.
The provisions of the Convention of Helsinki about the trans-boundary effects of
Industrial Accidents apply to Certej Project,too , because of the following reasons :
it develops activities using one or several dangerous matters which amounts can be
equal or even bigger than the limits stipulated by the Annex I to the Convention (cianura de
sodiu),
they are located in the water basin of some trans-boundary water basins( Mureş
river) so they could generate a trans-boundary effect.
In accordance with the „guidelines establsihed for facilitating the identification of the
dangerous activities in the meaning of the Convention‖, paragraph 5 „Criteria corres[onding
to the location”, will be applied the following criteria of the lcoation site for identifying those
dangerous activities able to cause trans-boundary effects in accordance with the Convention
provisions:
(a) over a distance of 15km from the boundary for the activities implying the use of
substances that can start up a fire or an explosion involving the use of toxic substances that could
be released in the atmosphere in case of accident;
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(b) along or within the water basins of the trans-bounadry and boundary river coursesof
the trans-boundary lakes or within the water basins of trans-boundary underground lakes or
international lakes for activities involving the use of substances of the 3, 4, 5 or 8 categories of
part I of the Annex to the Convention and which can be released in the water courses in case of
accident.
If such an activity is or is not able to cause a trans-boundary effect , this is to bed ecided
by the entitled authority of the original part , preferrably further to the consultations with the
relevant authorities (any bilateral commission or multi-lateral commission or any other such
institutional cooperation methods established between the riperian parties). The decision must
depend among others, on the presence of some alarm and warning systems within the water
basins and the distance between the location of the dangerous activity and the border (Joint
group of experts for waters and industrial accidents constituted ad hoc so that this distance
corresponds to a distance required for a two days flowing at an average rate of the river flow-
rate)
Având în vedere că distanţa până la cea mai apropiată graniţă este de cca. 130 km, nu se
pune poblema unor efecte transfrontieră pe calea aerului.
Also, the distance along the water courses corresponds to a duration of flowing at
average flowrates of about 44 days , so the activity within the Project would not cause any trans-
boundary effects on the water course either.
Details about the potential impact assessment under trans-boundary circumstances are
given in: ―REPORT ABOUT THE CUMULATED AND TRANS-BOUNDARY IMPACT
ON AIR QUALITY OF ROSIA MONTANA AND CERTEJ PROJECTS” , developed by
S.C. WESTAGEM S.R.L. Bucharest in November 2009 and the ― POTENTIAL IMPACT ON
THE QUALITY OF WATER MURES BASIN IN CASE OF ACCIDENTAL
DISCHARGES FROM ROSIA MONTANA AND CERTEJ MINING PROJECTS”,
developed in November 2010by Professor Steve Chapra Tufs, Boston University and
Professor Paul Whitehead, Oxford Centre for Water research, Oxford University.
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2.2. Non-technical abstract.
2.2.1 Clarification – Water balance in the process
According to the balance-sheet of water used in the process, the average flow-rate of
water proposed to be caught from Mures River is approximately 60 l/s representing less than
0.04 % of the multi-annual average flow-rate and less than 0.22 % of the minimum multi-annual
flow-rateof Mureş River within the sampling sector.
Consequently, from quantity point of view, it can be considered that this will not result in
a significant impact on Mureş River.
Details are given in RIM chap 4.1 pag 46-47:
„„4.1.2. Water supply
In the Annexe 4.1.7 it is presented the water consumption balance-sheet and it has been
noticed that the drinking water consumption is 3.9 c.m/h ( about 1,1 l/s) and thus, it can be
supplied from the source presented in chapter 1.. The average industrial water consumption
which is to be supplied from Mureş River, is 214.76 c.m/h (about 0,06 c.m/s) the rest being
supplied from the meteorical water falling on the waste dumps and open pit and tailings
management facilities as well as by highly recycling the process water ( the water recycling is
over 84 %).
According to the hydrological monitoring data referring to Mureş River in the relevant
sectors related to the Project the quantitative characteristics of the process water source are
presented below:
GELMAR hydrometer station situated upstream the confluence with Geoagiu river
Multi-annual average flow-rate between 2005-2009 - 142 c.m/s;
Maximum flow-rate between 2005-2009 - 765 c.m/s;
Minimum flow-rate between 2005-2009 – 28,2 c.m/s.
BRĂNIŞCA hydrometer station situated downstream the confluence with Cerna river
The multi-annual average flow-rate between 2005-2009 - 187 c.m/s;
Maximum flow-rate between 2005-2009 - 889 c.m/s;
Minimum flow-rate between 2005-2009 – 41.0 c.m/s.
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Taking into account that the average water flow-rate to be caught from Mureş River is
about 60 l/s and represents less than 0.04 % of the multi-annual average flow-rate and less than
0.22 % of the mutli-annual minimum flow-rate.
The average minimum monthly flow-rates of the future proposed catchment location is
given below :
- Q80% - 30 m³/s;
- Q90% - 23.5 m³/s;
- Q95% - 21.4 m³/s;
The estimation was carried out based on the values provided by the Sǎrvârşin hydrometer
station situated downstream the propsoed catchment sector where the multi-annual average flow-
rate is slightly higher compared to the values recorded at Brǎnişca station near the catchment
location (source: http://www.directiaapelormures.ro/proiectul_planului_de_management.html).
Consequently, it can be considered that the catchement will not have a significant impact
on Mureş River from quantity point of view.‖
2.2.2. Clarification – relief modification.
The considerations of the non-technical abstract regarding the ―modification of the relief
and water flow regimes‖strictly delas with the impact caused by the significant amounts of waste
rocks generated by the exploitation and processing of the ore, while referring to the ―impact on
the underground water quality‖it is related to the risk of pollution of the underground wter by the
acid water generated from the open pit.
The detailed assessment of these impacts ( on which basis the conclusions of the Non-
Technical Abstract was drawn up and according to which the expected negative impact is minor
regarding the modification of the relief and the water flowing regime because of the significant
amounts of waste rocks and respectively, positively significant referring to the risk of
underground water pollution with the acid waters generated from the open pit) is presented in the
Report to the Environmental Impact Assessment (RIM) chapter 4.6 for the relief modification ,
http://www.directiaapelormures.ro/proiectul_planului_de_management.html
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in the RIM chapter 1 and 4.1 for the modification of the water flowing regime and in the RIM
chapter 4.1 for the pollution risk of the underground water pollution.
For making easier the review of the data , there are presented below the excerpts from the
original documentations referring to each of the issues mentioned:
a. Modification of the relief is mainly caused by the open pit operations and the waste
rock dumping and tailings facilities. Even now, the relief is modified as a result of the previous
mining operations ( the void resulted at the open pit works as well as the ground rises at the
waste rock dump sites) . The proposed Project will produce a significant increase of the surface
area and depth of the void existing in the open pit, the two waste dumps will be higher and will
fill part of Măcrişului valley. This impact will be mitigated and compensated by the ecological
rehabilitation works to be completed.
The assessment of this impact is detailed in the sub-chapter 4.6 ―Landscape ―of the
Report to the Environmental Impact Assessment (RIM):
―The results of the baseline study indicate that both the landscape and the habitat structure has
been significantly impacted by the human activities.. The zone deterioration can be grouped in
two large categories, namely the deterioration caused by structural modifications of the
landscape and deterioration caused by the modification of the eco-system. These modifications
have been assigned to the historical mining works and the resulting pollution related to those
works ( including acid waters), transformation of natural systems in pastures lands, human
settlements and forest plantations and renewable resource exploitation ( such as the wood
exploitation). All these factors determined the significant impact on flora, fauna and natural
habitats of the zone determining the ―landscape modification.‖ (excerpt pag. 8-9)
―The relatively small surface area occupied by the project, the remote position and the limited
sights determine a minor impact on the regional landscape.
Locally, ( within the project impact boundaries), the impact on the landscape will be significant
by modifying the traditional use of the lands, modification of the topography, vegetation and
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impact on human settlements. The current features of the landscape will be permanently
changing by continuing the mining operations.‖ (excerpt page 11)
―On a long term, the impact on the landscape will be mitigated by the implementation of the
rehabilitation/restoration site plan. It assumes also the placement of a grass carpet and
development of pastures on the tailings facility surface, the partial flooding of the open pits to
create lakes with rocky valley sides and rehabilitation of the vegetation on the waste rock dumps
for the rehabilitation of the land use as it was prior to the min ing operation development within
these areas. The open pit excavations and the tailings facility beaches will determine a major and
permanent modification of the local landscape. But the sile will be entirely covered again by
vegetation during the closure stage planting indigenous species to re-establish the plant
communities and natural models. Although the existing shape of the land will be permanently
modified the traditional landscapes will be re-established by replanting and re-introduction of
some similar land uses.
…….
The topography modification caused by the project implementation is permanent. The impact of
these structures on the landscape will be mitigated by landscape architecture works integrating
the respective structures within the environment as recommended by the standards in force, too..
The main method for the visual impact mitigation will consist of the gradual and continuous
rehabilitation throughout the whole period of the exploitation stages. Finally, during the slosure
stage the soil and vegetation will be put in place , the dwellings,power lines, pipelines and
haulage roads will be decommissioned, the waste rock dump and tailings storage sites will be
rehabilitated, the dumps will be stabilized and the disturbed sites will be remodelled and covered
with vegetation.
At the Project work closure the impacted zones of the project impact area will be gradually
covered with grassy vegetation in a first stage.‖ (excerpt pag. 20-21)
b. Modification of the surface water flowing regime is caused by the regularization
works and diversion of surface water courses (Valea Băiegii, Valea Măcrişului, Valea Corănzii
creeks). These works are meant to prevent the water contact with the mining works or the
existing mining wastes or minign waste dumps to be built during the running period of the
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project (there is a significant mitigation of the current pollution of the surface waters and their
pollution during the project running life is prevented) and represent the main mitigation
measures of the impact on water environmental element.
The detailed description of the works resulting in the modification of the surface water
flowing regime is given in the chapter 1 of the Report to the Environmental Imapct „General
Information‖:
“C. Works performed prior to the construction of the flotation tailings management facility dam
For the dam construction, the following prior works are to be completed:
-The gallery for the collection of Macris creek water will be built beneath the main dam. To
prevent the floats or large size material penetration in the gallery, the upstream end of the gallery
will be provided with a bottom grate with 10cm spacing between the bars. This grate will be
decommissioned when the connection with the upstream sector is made.
The gallery was sized for a flow-rate of 19m3/s. The gallery opening will be 2m at its base , it
will be made of reinforced concrete, it will follow the valley route, will take over the water of
Macris and Icoanei creeks from the tailings facilities sites.
The gallery length on Valea Măcrişului will reach 2,400m and 615 m on Icoanei creek. In the
main gallery, during the construction stage, the 400mm diameter lateral drains of polyesthers
reinforced with glass fiber (PAFS) will be connected.
After the tailings management facility rise and reaching the final level these pipes will be no
longer functionning and the pluvial water will be collected by the perimeter guard channels .
......
D. Works performed prior to the construction of the CIL tailings management facility dam
The following works are to be carried out to build the dam:
- The gallery for the collection and discharge of water of Macris creek beneath the main dam. To
prevent the floats or large size material penetration in the gallery, the upstream end of the gallery
has been provided with a bottom grate with 10cm spacing between the bars. This grate will be
decommissioned when the connection with the upstream sector is made.‖ (extras pag 15-16)
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„Catchment and discharge of waters from North waste dump site (Annexe 1.10)
This is done for the canalization of Corănzii creek within North waste dump zone to discharge in
a controlled manner, the Floroaia and Pârâul lui Toader creeks discharge , .
The canalization of Coranzii creek within North waste dump zone will include the following
works:
-Gallery for the discharge of water flows beneath North waste dumps , it will be 740m long and
unique profile which ias half excavated in he host rock and half of it is made of reinforced
concrete.
The gallery will discharge the maximum flow-rates: Qmax 1% = 8,65 mc/s
- Constructions designed on Coranzii creek (Floroaia), upstream the water input in the gallery:
- Riverbed planning works over a L = 20m, with coarse stone and cement mortar
consolidation dry walls and 2 dips with h = 1,50m
- The loading basin will be made of reinforced concrete with (5,00 x 10,0) m szies and
6.50m deep.
- The upstream gallery gate will be made of reinforced concrete with the following sizes h
= 7,0m, b= 5,0m and d = 1,0m
-The constructions downstream the gallery consist of:
Downstream gallery gate of reinforced concrete with h = 7,0m, b= 5,0m and d = 1,0m
Energy dissipator made of reinforced concrete with (5,00 x 10,0) m sizes and h = 6,5 m
Coranzii creek riverbed planning works over 125m length in order to make the
connection of the gallery to the natural riverbed.
Catchment and discharge of waters from South waste dump site (Annexe 1.1)
It represents the entire water works aiming at the claring of Coranda – Certej and South waste
dump sites by the diversion of Ciongani creek and its tributaries (Grozei, pr. Borzii, Vale 1 and
Vale 2 creeks ) in the neighbouring Pârâul Mare water basin.
The Open Pit and South waste dump were situated along pr. Ciongani creek and thus Coranda
ore open pit occupies the right valley side of pr. Ciongani creek from the confluence of
confluenţa pr. Ciongani creek with pr. Grozii creek (East boundary) and up to pr. Măcrişului
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creek riverbed (West boundary) while South waste dump occupies the left valley side of pr.
Ciongani creek , at about 100m from the cross point with the communal road from Bocşa Mică
with pr. Izvorul Zgibuleşti creek ( east boundary) and up to about 400m from the riverbed of pr.
Măcrişului creek (West boundary).
To carry out the prposed works on site: For Coranda Open Pit and South waste dump it is
necessary to carry out the diversion of the matural water courses with either permanent or non-
permanent flows (creeks, torrents).
The dievrsion system of the surface waters will include the following works:
1)Guard channel on the East boundary of Coranda Open Pit, (L = 250m) sized for a Q max
1% = 0,70 c.m/s, with V profile with b = 0,50 m, h = 1,00 m, 1:m = 1:1. The channel will be
made of dry coarse stone walls and a mortar and cement stone revetment at the inner side of the
channel. Cthe guard channel will discharge the flows in pr Grozei creek upstream the intake
dam.
2)Joint catchment of Ciongani and Grozei creeks called C1 in the design, has been designed
with an intake dam made of rockfill and located across pr. Ciongani riverbed, downstream the
confluence with pr. Grozei creek. The collected flows will be discharged through a channel
which will cross the dam and which has been designed for a Q max 1% = 18,52 c.m/s and
tested for a Q max 0,1% = 31,85 c.m/s. The test channel collection of flow-rates has been carried
out to check the intake dam water overflow for 0.1% excess probability. Also, the first sector of
the diversion channel ( from the intake dam at the confluence with pr. Borzei creek) has been
designed for a Q max 1% and tested for a Q max 0,1%; further on the diversion channel has been
sized only for a Q max 1%, no checking for a Q max 0,1% - according to the provisions of the
STANDARD 4273 – 83.
3)Channel discharing the collected flows in pr. Pârâul Mare creek.
The diversion channel has been divided in the following 5 sectors:
- Sector I, L =40 m, V profile b= 2,00m, h = 2,30 m, 1:m = 1:0,5 with a rectangular
profile basin at the base b = 1,00 m, = 0,50 m , Q1%= 18,52 c.m/s, h1% = 1,07 m, Q 0,1%=
31,85c.m/s, h0,1% =1,47 m
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- Sector II, L =110 m, V profile b= m, h = m, 1:m = 1:0,5 with arectangualr profile basin
at the base ,b = 1,00 m, = 0,50 m, Q1%= 22,11 c.m/s, h1% =2,11
- Sector III, L = 760m, V profile b= m, h = m, 1:m = 1:0,5 with a rectangular profile bsin
at the base b = 1,00 m, = 0,50 m, Q1%= 23,25mc/s, h1% = 2,17m
- Sector IV, L = 490 m, V profile b= m, h = m, 1:m = 1:0,5 with a rectangular profile
basin at the base b = 1,00 m, = 0,50 m, Q1%= 24,88mc/s, h1% =2,25m
- Sector V, L = 100 m, V profile b= m, h = m, 1:m = 1:0,5 with a rectangular profile basin
at the base, b = 1,00 m, = 0,50 m, Q1%= 24,88mc/s, h1% =2,25m
4)Lucrări pe canalul de deviere: 3 captări de afluenţi (pr. Borzei