2.1. general overview 2.1.1 project impact on mureș river.apmtm-old.anpm.ro/files/arpm...

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”

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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


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


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


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






2011

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






2011

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






2011

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







Calculul volumelor de precipitatii acumulate in iazul sterile flotatie la nivel coronament 625 mdMN (baraj starter)










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)










Calculul volumelor de precipitatii acumulate in iazul sterile flotatie la nivel coronament 707 mdMN (cota maxima a iazului)










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



„Amendments to the technical documentations EIS Report, SR, IpCT, requested by

the Ministry of Environment and Forests for the application


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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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105

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

2.1. general overview 2.1.1 project impact on mureș river.apmtm-old.anpm.ro/files/arpm...

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