SLR Consulting (Africa) (Pty) Ltd

SLR Ref. 710.21002.00036 Report No.1

ENVIRONMENTAL IMPACT ASSESSMENT AND ENVIRONMENTAL MANAGEMENT PROGRAMME REPORT

FOR CHANGES TO OPERATIONS AT UMK MINE October 2017

Page L

APPENDIX L: STORM WATER MANAGEMENT REPORT

UNITED MANGANESE OF KALAHARI

SURFACE WATER MANAGEMENT REPORT

September 2017

PREPARED BY: PREPARED FOR:

AECOM SA (Pty) Ltd

2 Maryvale Road

Westville

3629

UMK (Pty) Ltd

95 Grayston Drive

Sandton

CONTACT PERSON CONTACT PERSON

Mr S Rasool Mr H Spangenberg

Tel No: 031 204 3800 Tel No: 011 2172800

TITLE : UNITED MANGANESE OF KALAHARI, SURFACE WATERMANAGEMENT REPORT

Project Team : AECOM (Pty) Ltd

Client : UMK (Pty)Ltd.

AECOM Project No : J00131-01

Status of Report : Final

AECOM Report No : J00131-01/07

Key Words : Stormwater Design, Stormwater Management , Catchment Areas

Date of this Issue : September 2017

For AECOM (Pty) Ltd

Compiled by : S. Rasool 08-09-2017

Initials & Surname Signature Date

Reviewed by : Kurt Hoffman 08-09-2017

Initials & Surname Signature Date

Approved by : D. Pillay 08-09-2017

Initials & Surname Signature Date

United Manganese of Kalahari Surface Water Management Report September 2017

TABLE OF CONTENTS Page No

1. INTRODUCTION ........................................................................................................................... 1

1.1 Location ....................................................................................................................... 1

1.2. Purpose of Report ....................................................................................................... 1

2. SITE CHARACTERISTICS ........................................................................................................... 1

2.1 Regional Climate .......................................................................................................... 2

2.2 Hour Rainfall ................................................................................................................ 3

2.3 Evaporation.................................................................................................................. 3

3. STORMWATER DESIGN .................................................................................................................. 3

3.1 Uncontaminated Stormwater / Clean Water (Minor Systems) ........................................ 4

3.2 Contaminated Stormwater/ Dirty Water (Major Systems) .............................................. 4

3.3 Stormwater Calculations .............................................................................................. 6

3.4 Primary Surface Water Storage Ponds ......................................................................... 8

3.5 Secondary Ponds ......................................................................................................... 9

4. CONCLUSION ............................................................................................................................ 12

5. REFERENCES ............................................................................................................................ 13

ANNEXURE 1 – BLOCK PLAN

ANNEXURE 2 – STORMWATER CATCHMENT AREAS

ANNEXURE 3 – TABLE 5-2 CLIMATIC SUMMARY TABLE FOR KURUMAN RAINFALL STATION

ANNEXURE 4 – TABLE 5-3 AVERAGE MONTHLY PRECIPITATION DATA

ANNEXURE 5 – FUTURE MINE LAYOUT

TABLE 1-1 WEATHER SERVICE STATION

TABLE 1-2 24HR RAINFALL DEPTHS (mm)

TABLE 1-3 ADOPTED AVERAGE LAKE EVAPORATION (mm)

FIGURE 1 - TYPICAL DETAIL OF TRAPEZOIDAL DRAIN

FIGURE 2 - TYPICAL DETAIL OF EARTH BERM

FIGURE 3 - TYPICAL CROSS-SECTION THROUGH MAIN ACCESS ROAD

FIGURE 4 - TYPICAL DETAIL OF CONTAMINATED STORMWATER POND

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1. INTRODUCTIONUnited Manganese of Kalahari (UMK) has appointed AECOM SA (Pty) Ltd. as the consultingcivil engineers, to undertake the surface water management design for the manganese plant.

1.1 Location

The site, which is approximately 300ha in extent, lies close to the existing MamatwanManganese Mine, just south of the town of Hotazal in the Northern Cape Province of SouthAfrica.

Facility X Y

UMK Mine 3 023 596.972 -11 291.340

See annexure 1 for Mine Layout.

1.2 Purpose of report

This report provides an overview of the planning and design of the surface drainagemanagement for this development, which includes both contaminated and uncontaminatedwater. Various catchment areas have been identified on the mine. See Annexure 2.

2. SITE CHARACTERISTICSThe site is relatively flat with a gentle slope towards the North West. The elevation on sitevaries from 1040m to 1100m above mean sea level. The highest topographical features(koppies and ridges) in the vicinity of the mine are the Korannasberg, approximately 13.75kmwest of the site, and the Kurumanheuwels, approximately 10km south east of the site.

The project area is bordered by two non-perennial drainage lines, namely the Witleegte(along the north eastern boundary) and the Gamogara (along the north western boundary).The Witleegte joins the Gamogara, just past the northern most corner of the project area (seeoverleaf). To the west of the site, lie several dry pans.

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2.1 Regional Climate (extracted from SRK Consulting: Smartt-Rissik Monthly WaterBalance update, dated September 2013)

Climate data for weather recording stations in the vicinity of the site was obtained from theSouth African Weather Services (SAWS) in Pretoria. The location and details of the stationused are detailed in Table 1-1. The long term rainfall record was abstracted from the Milnerstation while the Kuruman station data included more detail of the statistical informationregarding temperature, humidity, hail, fog and thunderstorms (this in not available at theMilner station).

Station Name Station Number Latitude Longitude Distance from Mining Area (km)

Milner 0393083_W 27 22 23 02 3.6

Kuruman 0393806 27 26 23 27 40

Table 1-1 Weather Services Station

Table 5-2 Climatic Summary Table for the Kuruman Rainfall Station (see annexure 3)summarises temperatures, precipitation and humidity. From the table it can be seen that thearea experiences an average maximum temperature of about 26 C and an average minimumtemperature of about 10 C. The area has experienced a maximum temperature of 39.9 C on02nd February 1988 and a minimum of -7.6 C on 14th June 1962.

The highest measure rainfall at the Milner station was recorded in the 1974/5 season, when900mm of rain fell. The lowest recorded annual rainfall was recorded in 1965/6, when 120mmfell. On the average the area experiences 27 days of thunderstorms and 1 day of fog throughthe year, while 1 day one of hail a year is recorded a year.

The humidity in the area ranges from 38% to 49% which is relatively low.

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Table 5-3 Average monthly Precipitation Data (see annexure 4) indicates the rainfall statisticsfor Milner station, which is 3.6km from site.

2.2 24 Hour Rainfall (extracted from SRK Consulting: Smartt-Rissik Monthly WaterBalance update dated September 2013)

24 hour rainfall depths, for various return periods were calculated from one day rainfallresults, obtained from Water research Commission (WRC) software developed in 2001, whichhas a database of rainfall stations records up to the year 2000. Table 1-2 below shows theMilner station, which is the nearest at approximately 3.6km from the mining site. The stationhas 67 years of recorded data that was used to generate the storm rainfall depths.

Return Period (1:x) yrs

Station Name Station Number 1:2 1:5 1:10 1:20 1:50 1:100 1:200

Milner 0393083 48 68 82 97 116 131 148

Table 1-2 24hr Rainfall Depths (mm)

2.3 Evaporation (extracted from SRK Consulting: Smartt-Rissik Monthly Water Balanceupdate dated September 2013)

The mine falls within the lower reaches of the D41K quaternary catchment. Evaporation datawas calculated from the Surface Water resources 1990 (Vol III)(WR 90). Table 1-3 belowshows the adopted average Lake evaporation.

Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Total

Adoptedlakeevaporation

218 233 244 233 185 170 127 100 77 88 124 172 1971

Table 1-3 Adopted Average Lake Evaporation (mm)

3. STORM-WATER DESIGNDue to the nature of the operations on the mine, it is imperative that the stormwater bedivided into two categories, i.e. “Contaminated Stormwater”, and “UncontaminatedStormwater / Clean Stormwater”.

The clean and dirty water systems were designed, implemented and managed in accordancewith the provisions of Regulation 704, 4 June 1999 (Regulation 704) for water managementon mines.

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3.1 Uncontaminated Stormwater / Clean Stormwater (Minor System)

There are large areas within the site that will not be disturbed by the mining operations, andas a result, the stormwater runoff from these areas has not been concentrated (except for thepaved / roofed areas that constitute and relatively small percentage of this area) and henceshould not be contaminated. This water is hence categorised as UncontaminatedStormwater / Clean Stormwater.

These areas also include the paved areas of the main access road, product transport roadarea surrounding the waste area and facilities not directly linked to the mining operations, aswell as the railway siding, with exception to the loadout area. The stormwater runoffgenerated from these areas is intercepted, directed into and controlled by a series ofappropriately sized channels, v-drains and earth berms. Refer to Figure 1: Typical detail oftrapezoidal drain and Figure 2: Typical detail of earth berm.

This runoff is then discharged through 5m v-drain chutes, which in turn discharge at groundlevel onto designated open areas, or is dissipated as it has always done. As the climate isextremely arid, any resultant stormwater runoff which ponds in the small naturaldepressions will be allowed to evaporate into the atmosphere naturally.

The nature of this stormwater design philosophy is normally categorised as flows from theMinor System of a normal development, and as such, the respective elements of thestorm-water drainage system are designed for the 1:10 year storm frequency in terms of the“SA Guidelines for The Provision of Services in a Residential Township – “Red Book””. The“Red Book then defines the Major System and any major collector drain, canal orwatercourse that may traverse the site, and specifies a 1:50 year storm frequency for these.There are no such major drains, canals or watercourses that cross this site, hence, thetraditional Major System does not in reality exist on this site.

3.2 Contaminated Stormwater / Dirty Water (Major System)

Stormwater runoff that is categorised as contaminated, which is turbid and mineralised, is

intercepted in the design via a series of trapezoidal drains and contained within lined

“dirty” water dams. See Annexure 2.

The dirty water is controlled via earth berms, which consist of Kalahari sand, compacted to

98% MOD AASHTO in 200mm layers.

The flow of this water is controlled by trapezoidal drains varying from 0.5m to 1.0m deep,

which will be collected into ponds 1, 2, 3, 4, 5, 6, 7, 8, DS2, the Goba North and the Goba

South ponds respectively, and then will be allowed to evaporate, be pumped into the

Recycle Water Pond RW1 or into water tankers for dust suppression on the roads (only

water from mine pits are being used for dust suppression). Water entering the Goba North

and South ponds will have oil contamination from the Workshop areas, and hence, will firstly

pass through grease and oil traps at the building before discharging into the ponds.

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The nature of this contaminated stormwater design philosophy is categorised differentlyfrom the above Minor System and is viewed as being “akin” to a Major System as definedin the “Red Book”, due in this case mainly to the size of the contaminated areas (principallythe stockpiles) and also the nature of runoff from these areas, and as such, the respectiveelements of the storm-water drainage system are designed for the 1:50 year stormfrequency.

Stormwater runoff from the large disturbed plant area includes:

the stockpile yards;

crushers;

transfer towers;

mine pits;

screen house; and

silo.

Stormwater runoff from the minor disturbed plant area includes:

HDV wash-bay and workshop;

HDV parking;

4 Arrows contractor yard; and

Waste yard (waste area, prep lab and core yard).

Figure 1: Typical detail of trapezoidal drain

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Figure 2: Typical detail of earth berm

3.3 Stormwater Calculations

The uncontaminated stormwater / clean stormwater (Minor System) network has beensized, based on a 1 in 10 year flood event, covering mainly areas that have not beenhardened, resulting in accelerated runoff and also the relatively small roof areas, pavedroadways and parking areas. The design storm rainfall is derived from the depth-duration-frequency (DDF) relationships.

The rainfall intensity was calculated from the regional DDF equations representing the HRU1/78 DDF-relationships. (Noort and Stephenson, 1982)

For Inland Regions: I = (7.5 + 0.034MAP) T0.3 / (0.24 + td)0.89

Where,

I rainfall intensity (mm/hr);

T recurrence interval;

td stormwater duration (hr)

For the site, the nearest rainfall station, Milner (SAWB No.: 0393083), has a recorded meanannual precipitation (MAP) of 334mm and assuming a stormwater duration of 1.5hrs, thedesign rainfall intensity for the site has been calculated as follows:

I = (7.5 + 0.034*334)(10)0.3 / (0.24 + 1.5)0.89

= 23mm/hr

Thereafter, the Rational Method, with a runoff coefficient (C) of 0.7, was adopted to calculatethe maximum rate of discharge.

Rational Method:

Q = the maximum/peak rate of run-off

C = run-off coefficient

I = rainfall intensity

A = area of catchment in hectares.

The main access road has been designed with a 2.5% cross-fall with 1V in 2H bank and v-drain (Refer to Figure 3).

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Figure 3: Typical Cross-Section through Main Access Road

The contaminated stormwater / dirty stormwater (Major System) network has been sizedto prevent spillage more than once in 50 years (1 in 50 years) in accordance with Regulation704, with the design storm rainfall being derived from the depth-duration-frequency (DDF)relationships.

The rainfall intensity was calculated from the regional DDF equations representing the HRU1/78 DDF-relationships. (Noort and Stephenson, 1982)

For Inland Regions: I = (7.5 + 0.034MAP) T0.3 / (0.24 + td)0.89

Where,

I rainfall intensity (mm/hr);

T recurrence interval;

td stormwater duration (hr)

For the site, the nearest rainfall station, Milner (SAWB No.: 0393083), has a recorded meanannual precipitation (MAP) of 334mm and assuming a stormwater duration of 0.5hrs(30minutes), the design rainfall intensity for the site has been calculated as follows:

I = (7.5 + 0.034*334)(50)0.3 / (0.24 + 0.5)0.89

= 79.712 mm/hr

Where, Q= CIA/360

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AREA m² Hectare C I(mm/hr) Q=CIA/360(m³/s) Q(l/s)A1 45796 4.58 0.35 79.712 0.355 354.909A2 22034 2.20 0.35 79.712 0.171 170.759A3 19177 1.92 0.35 79.712 0.149 148.617A4 2923 0.29 0.35 79.712 0.023 22.653A5 33898 3.39 0.35 79.712 0.263 262.702A6 2868 0.29 0.35 79.712 0.022 22.226A7 11264 1.13 0.35 79.712 0.087 87.293A8 38437 3.84 0.35 79.712 0.298 297.878A9 1062 0.11 0.35 79.712 0.008 8.230

A10 65085 6.51 0.35 79.712 0.504 504.394A11 188755 18.88 0.35 79.712 1.463 1 462.809A12 57667 5.77 0.35 79.712 0.447 446.906A13 21975 2.20 0.35 79.712 0.170 170.301A14 7350 0.735 0.35 79.712 0.057 56.961A15 5561 0.5561 0.35 79.712 0.043 43.097A16 72435 7.2435 0.35 79.712 0.561 561.355A17 52491 5.2491 0.35 79.712 0.407 406.794A18 23303 2.3303 0.35 79.712 0.181 180.593

See annexure 2 for catchment areas.

3.4 Primary Surface Water Storage Ponds

Pond 1 is designed to contain a capacity of 5,408m3. It will accommodate surface water, fromrainfall and runoff, from the area next to the Primary Crusher (area 6) and the Loadout Silosupply conveyor, Transfer Tower 1 (TT1) and the Final Product Stockyard – (areas 7, 8 and 9which have a total catchment area of 54,052m2). A total of approximately 419 l/s of surfacerunoff will be accumulated and discharged into the pond. Areas 6, 7, 8 and 9 are connected tothis pond to through a culvert under the railway line.

Pond 2 is designed to contain a capacity of 1,352m3. It will accommodate surface water, fromrainfall and runoff, from the areas 2, 3 and 4 including the Screenhouse which have a totalcatchment area of 44,129m2. A total of approximately 342 l/s of surface runoff will beaccumulated and discharged into the pond.

Pond 3 is designed to contain a capacity of 1,250m3. It will accommodate surface water, fromrainfall and runoff, from the 6mm Stockpile Area (area 1 which has a total catchment area of45,796m2). A total of approximately 355 l/s of surface runoff will be accumulated anddischarged into the pond.

Pond 4 is designed to contain a capacity of 5,000m3. It will accommodate surface water, fromrainfall and runoff, from the Primary Stockyard Area (area 5), the HDV Wash-bay andWorkshop Area (area 14) and the HDV Parking Area (area 15). The surface water from thewash-bay and workshop and the HDV parking area will be pumped and discharged into thepond. These areas have combined catchment area of (46,388m2). A total of approximately360l/s of surface runoff will be accumulated and discharged into the pond.

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Pond 5 is designed to contain a capacity of 5000m3. It will accommodate surface water, fromrainfall and runoff, from the two future Stockpile Areas (areas 16 and 17 respectively) locatednear the Eskom substation area, which has a total catchment area of 124,926m2.A total ofapproximately of 968.149 l/s of surface water runoff water will be accumulated anddischarged into this pond. The pond will be located adjacent to the 6mm stockpile product.

Pond 6 is designed to contain a capacity of 5000m3. It will accommodate surface water, fromrainfall and runoff, from the Product Stockpile Area 1 (Area 10) and Mobile Crusher Area(Area 12), which has the total catchment area of 122,752 m2. A total of approximately951.301 l/s of surface runoff will be accumulated and discharged into the pond.

Pond 7 is designed to contain a capacity of 9400m3. It will accommodate surface water, fromrainfall and runoff, from the Product Stockpile Area 2 (Area 11) and the 4 Arrows ContractYard (Area 13) and the Waste Yard (Area 18) and has a total catchment area of 234,033m2.A total of approximately of 1813.704 l/s surface water runoff water will be accumulated anddischarged into this pond.

The contaminated stormwater trapezoidal drains have been sized to contain a minimum of a1:50 year storm for 30 minute duration and the contaminated stormwater ponds have beensized to contain a minimum of 2 No. of 1:50 year storms for 30 minute duration.

3.5 Secondary Ponds

North GOBA Pond - this is the lined pond as designed by GOBA to the north of the AdminOffices, Stores and Workshop that collects water from the building roofs and the surfacedplatform. (Note that the water that will be collected in this pond to the north will not beconsidered for recycling at this point, as the volume is limited and the pumping distance tothe Re-cycled Water pond, RW1 is considered to be too great and not cost effective),however, it has also been lined and is accessible to pump into a water bowser for dustsuppression on roads.

South GOBA Pond - this is the lined pond as designed by GOBA to the south of the AdminOffices that collects water from the Admin Building roof and the surfaced platform. (Note thatthe water that will be collected in this pond to the south will not be considered for recycling atthis point, as the volume is limited and the pumping distance to the Re-Cycled Water Pond,RW1 is considered to be too great and not cost effective), however, it has also been linedand is accessible to pump into a water bowser for dust suppression on roads.

DS2 will be the additional pollution control dam which will contain runoff from the FinishedProduct Stockpiles area and the loadout station in the event that Pond 1 is found to beinsufficient. This will be constructed west of the hammer sampler and load-out silo feedconveyor.

Mine Pit Water supply (MN1) is designed to contain a capacity of 2900m3. The water supplyfrom the J-Block Pit Area is inconsistent but can be substantial after heavy downpours.There is also a necessity to collect the water that may become trapped in the mine pits forenvironmental reasons. To this extent, water from the J-Block will be pumped out of the pitinto a silt trap and be collected in a HDPE lined pond (MN1). Thereafter, once operationsadvances, the MN1 pond will be backfilled and the water from J-Block will then be pumpedinto pond MN3 as mentioned below. Refer to Annexure 2.

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Mine Pit Water supply (MN2) is designed to contain a capacity of 27500m3. The watersupply from the Tree-Pit Area and the D-Block Pit Area is inconsistent but can be substantialafter heavy downpours. There is also a necessity to collect the water that may becometrapped in the mine pits for environmental reasons. To this extent, water from the two minespits namely D-Block and Tree Pit will be pumped out of the pits into a silt trap and becollected in a HDPE lined pond (MN2). Refer to Annexure 2.

Mine Pit Water supply (MN3) is designed to contain a capacity of 27500m3 .The watersupply from the J-Block Mine Pit is inconsistent but can be substantial after heavydownpours. There is also a necessity to collect the water that may become trapped in themine pit for environmental reasons. To this extent, water from the mine pit will be pumpedout of the pit into a sand trap and be collected in a HDPE lined pond (MN3). Refer toAnnexure 2.

The water from pollution control pond MN1, MN2 and MN3 will be pumped into water bowsersvia a submersible pump suspended from a bridge access gantry and used for dustsuppression around the site. This will only occur as and when there are heavy rainfall eventsor ponding in the pit occurs as a resultant of groundwater. Due to these events being of a lowfrequency or probability, permanent pumping lines are not included.

It is important to note that water from the mine pits will only be available after a significantrainfall event.

Recycled Water Pond (RW1) – the recycled water storage pond is constructed to store thewater from the Prentec plant after chlorination, the water from the Administration Block,Stores and Workshop roofs, including the LDV wash bay, the fuel store (after passing throughgrease traps) and their respective surfaced areas. This pond will be located to the northeastof the Prentec plant. A lay-by will be constructed near this pond to enable the filling of watertankers to be used for dust suppression along the haul road, the mine roads and the plantsroads.

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Figure 4: Typical detail of contaminated stormwater pond

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4. CONCLUSIONThe facets of engineering detailed in this report have been based on generally accepted

criteria, along with sound engineering principles and assumptions and conforms to Regulation

704.

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5. REFERENCES(i) The South African National Roads Agency SOC Limited, Drainage Manual, 6th Edition

(ii) SRK Consulting –SRK Consulting: Smartt-Rissik Monthly Water Balance update,dated September 2013)

(iii) Guidelines for the Provision of Engineering Services in Residential Townships (forthe Minor System design)

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ANNEXURE 1 BLOCK PLAN

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H

C

H

L

O

R

IN

A

T

IO

N

T

A

N

K

D

R

A

IN

3

x

1

1

0

m

m

C

A

B

L

E

S

L

E

E

V

E

S

3

x

3

S

T

A

C

K

B

O

X

3

x

3

S

T

A

C

K

B

O

X

S

O

L

E

N

O

ID

B

O

X

5

O

F

F

5

0

m

m

P

V

C

C

A

B

L

E

S

L

E

E

V

E

S

A

S

S

H

O

W

N

1

0

0

0

m

m

A

P

R

O

N

A

R

R

O

U

N

D

B

U

IL

D

IN

G

1

1

0

m

m

P

V

C

C

A

B

L

E

S

LE

E

V

E

S

D

U

M

P

1

1

1

1

3 x

1

10m

m

C

A

B

L

E

S

L

E

E

V

E

S

W

A

S

H

W

A

T

E

R

C

O

N

N

E

C

T

IO

N

W

A

S

H

W

A

T

E

R

C

O

N

N

E

C

T

IO

N1

1

W

A

S

H

W

A

T

E

R

C

O

N

N

E

C

T

IO

N1

W

A

S

H

W

A

T

E

R

C

O

N

N

E

C

T

IO

N

3

2

0

0

0

x

2

0

0

0

D

O

S

IN

G

B

U

IL

D

IN

G

4

S

1

9

S

2

0

1

B

A

R

S

C

R

E

E

N

S

C

R

E

E

N

/

D

E

-G

R

IT

T

E

R

P

L

A

N

T

P

R

E

N

T

E

C

S

E

W

E

R

T

R

E

A

T

M

E

N

T

1

1

0

Ø

H

D

P

E

TIE-INTO

PRENTEC

PLANT

RM3

RM4

RM5

1

1

0

Ø

H

D

P

E

S

L

U

D

G

E

D

R

Y

I

N

G

B

E

D

S

E

V

A

P

O

R

A

T

I

O

N

P

A

N

A

C

C

E

S

S

R

O

A

D

T

O

S

L

U

D

G

E

D

R

Y

I

N

G

B

E

D

S

P

R

O

P

O

S

E

D

N

E

W

7

5

m

m

H

D

P

E

P

U

M

P

I

N

G

L

I

N

E

2

1

3

3

E4

E1

E2

E3

P1

A3

P3

P4

S1

S2

S3

S4

S5

S6

S7

S8

N

E

W

P

U

M

P

C

H

A

M

B

E

R

P

O

S

I

T

I

O

N

PS1

PS2

PS3

T

U

R

N

I

N

G

C

I

R

C

L

E

PS4

I

S

L

A

N

D

3

m

G

R

A

V

E

L

R

O

A

D

3

m

G

R

A

V

E

L

R

O

A

D

F

1

F

2

F

3

F

4

F

5

F

6

F

7

F

8

F

9

F

1

0

F

1

1

F

1

2

F

1

3

F

1

4

F

1

5

F

1

6

F

1

7

F

1

8

F

1

9

F

2

0

F

2

1

F

2

2

F

2

3

F

2

4

F

2

5

F

2

6

F

2

7

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

G

A

T

E

F

E

N

C

E

L

I

N

E

F

E

N

C

E

L

I

N

E

F

2

8

F

2

9

F

3

0

F

3

2

F

3

1

3

.

0

0

1

.

5

0

3

.

0

0

A1

A2

R = 9.00 m

A4

A5

A6

3

.

0

0

A7

A8

A9

A10

A11

A12

A13

A14

A15

A16

A17

A18

A19

A

A

R = 9.00m

T

O

E

S

2

LC

LC

500m BLAST LINE

500m BLAST LINE

500m BLAST LINE

MAIN ROAD R380

MAIN ROAD R380

MAIN ROAD R380 / MAIN ACCESS ROAD INTERSECTION

MAIN ACCESS ROAD

HAUL ROAD

ROAD 1 TO ESKOM

SUBSTATION

CONVEYOR ROADS

& SERVICE ROADS

LINK ROAD BETWEEN HAUL

ROAD &

MAIN ACCESS ROAD

PLANT

ROAD 3

PLANT ROAD 3

PLANT ROAD 2

-6mm STOCKPILE

ESKOM SUBSTATION

P

R

I

M

A

R

Y

S

T

O

C

K

P

I

L

E

F

I

N

I

S

H

E

D

P

R

O

D

U

C

T

S

T

O

C

K

P

I

L

E

POSSIBLE FUTURE SINTER PLANT

SINTER YARD AND COKE

STORAGE

LOADOUT

STATION

-6mm LOADING

AREA

NEW RAIL LINE LOOP

TO HOTAZEL

H

A

U

L

R

O

A

D

POTABLE WATER TANKS

POND

NO.2

P

O

N

D

N

O

.:1

EARTH BERM

EARTH BERM

EARTH BERM

P

O

N

D

N

O

.

:

4

DIRTY

STORMWATER

DRAINS

DIRTY STORMWATER

DRAINS

POND

NO.:3

P

R

E

N

T

E

C

S

E

W

E

R

A

G

E

P

L

A

N

T

MAIN ACCESS ROAD

DIRTY STORMWATER

DRAINS

CONVEYOR ROADS

& SERVICE ROADS

EARTH BERM

EARTH BERM

DIRTY

STORMWATER

DRAINS

DIRTY STORMWATER

DRAINS

DIRTY STORMWATER

DRAINS

EARTH BERM

EARTH BERM

DIRTY

STORMWATER

DRAINS

EARTH BERM

EARTH BERM

HAUL ROAD

W

3

20

0m

m d

ia

H

DP

E C

la

ss 1

2

Min

1

.2

m C

ove

r

1

1

0

Ø

H

D

P

e

C

l

a

s

s

1

2

E15

1 x 3c /35mm² XLPE

1 x 1c /70mm² BCEW

NOTE 1

EH16

3

0

m

R=15m

S

T

O

P

ACCESS RAMP

FARM ROAD

L12

L13

L14

0 20

40

60

80

100

120

140

160

180

200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500

520

540

560

580

600

620

640

660

680

700

720

740

760

780

800

820

840

860

880 900 920 940 960 980 1000 1020 1040 1060 1080 1100 1120 1140 1160 1180 1200 1220 1240 1260 1280 1300 1320 1340 1360 1380 1400 1420 1440

1460

1480

1500

1520

1540

1560

1580

1600

1601.26

SEMH1

200Ø uPVC Cl 34

SEMH2

SEMH3 SEMH4

200Ø uPVC Cl 34

SEMH5

2

0

0

Ø

u

P

V

C

C

l

3

4

SEMH6

200Ø uPVC Cl 34

SEMH7

200Ø uPVC Cl 34

SEMH8

SEMH9

20

0Ø

u

PV

C C

l 3

4

SEMH10

2

0

0

Ø

u

P

V

C

C

l

3

4

SEMH11

2

0

0

Ø

u

P

V

C

C

l 3

4

SEMH12

2

0

0

Ø

u

P

V

C

C

l

3

4

SEMH13

2

0

0

Ø

u

P

V

C

C

l

3

4

S14

SEWER PUMP

STATION

200Ø uPVC Cl 34

200Ø uPVC Cl 34

2

0

0

Ø

u

P

V

C

C

l

3

4

1

1

0

Ø

H

D

P

E

TIE-INTO

PRENTEC

PLANT

RM3

RM4

RM5

1

1

0

Ø

H

D

P

E

TIE-IN FROM

PLATFORM

TIE-IN FROM

PLATFORM

TIE-IN FROM

PLATFORM

TIE-IN FROM

PLATFORM

TIE-IN FROM

WORKSHOP

VC 1

VC 2 VC 3

VC 4

P 1

P 2

P 3

P 4

F 1

F 2

F 3 F 4

F 5

F 6

F 7

F 8

F 9

1

PLAN

SCALE 1:100

14

10

10 10

10

10

14

19

22

2

2

20

20

7

7

16

24

25

26

15

32

27

9 32

27

32

28

29

16 17

20

36

EXISTING

PUMP

HOUSE

EXISTING

TANK 1

56m³

EXISTING

TANK 2

217m³

NEW

TANK 3

217m³

NEW

TANK 4

87m³

16

18

30

31 14

FOR FOUNDATION & EXCAVATION SETTING OUT

INFORMATION REFER TO DRAWING

A00003C210072002 & A00003C210072003

THE BOOSTER PUMP SET AND PIPEWORK WITHIN

THE PUMPSTATION SHALL BE DESIGNED, SUPPLIED

AND INSTALLED BY OTHERS.

PUMPSTATION ON HOLD. CONTRACTOR

TO BE APPOINTED IN THE CAPACITY OF

DESIGN AND CONSTRUCT

13

21

160mm Ø HDPE

PIPE LINE

200mm Ø HDPE

FIRE SUPPLY

PIPE LINE

160mm Ø HDPE

PIPE LINE

150mm Ø STEEL

PIPE LINE

EXISTING 110mm Ø

HDPE PIPE

EXISTING 200mm Ø

HDPE PIPE

EXISTING 160mm Ø

HDPE PIPE

TIE-IN 1

TIE-IN 2

TIE-IN 3

CONTRACTOR TO PROVE POSITION OF ALL EXISTING

PIPEWORK AND SERVICES. DIAMETER AND MATERIAL OF ALL

EXISTING PIPEWORK THAT WOULD BE CONNECTED / TIED INTO

WITH

NEW PIPEWORK SHALL BE CONFIRMED BY THE

CONTRACTOR. IF NECESSARY THE ENGINEER SHALL BE

CONSULTED FOR AMENDMENTS TO THE SCHEDULE OF

PIPEWORK.

100mm Ø HDPE SCOUR

PIPE LINE TO BE LAYED

500mm BELOW NGL.

10

34

34

33

33

25

26

35 35

37

32

PUMPSTATION

BY OTHERS

CONSTRUCT VALVE CHAMBER.

REFER TO DETAIL 1

CONSTRUCT VALVE

CHAMBER. REFER TO

DETAIL 1

14

100mm Ø HDPE SCOUR

PIPE LINE TO BE LAYED

500mm BELOW NGL.

B

A

F

E

NEW

FENCE

EXISTING FENCE

TO BE MOVED

FROM A - B TO E - F

C

D

EXISTING FENCE

TO BE REMOVED

REMOVE

EXISTING FENCE

14

35

21

35

EXISTING

OVERFLOW

CHANNEL

1000

H

NEW

FENCE

EXISTING FENCE

TO BE MOVED

FROM B - C TO G - H

G

500

14

35

EXISTING OVERFLOW CHANNEL TO BE

DEMOLISHED AND RECONSTRUCTED

TO SUITE SITE CONDITIONS

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

5

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

S

T

A

N

D

P

IP

E

S

T

A

N

D

P

IP

E

W

A

S

H

B

A

S

I

N

W

P

1

W

P

2

W

P

3

W

P

4

W

P

5

W

P

6

W

P

7

W

P

8

W

P

9

W

P

1

0

W

P

1

1

W

P

1

2

W

P

1

3

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

7

5

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

5

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

5

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

2

5

m

m

d

ia

H

D

P

E

C

la

s

s

1

2

S

T

A

N

D

P

IP

E

S

T

A

N

D

P

IP

E

W

A

S

H

B

A

S

I

N

W

P

1

W

P

2

W

P

3

W

P

4

W

P

5

W

P

6

W

P

7

W

P

8

W

P

9

W

P

1

0

W

P

1

1

W

P

1

2

W

P

1

3

1

1

0

Ø

H

D

P

E

TIE-INTO

PRENTEC

PLANT

RM3

RM4

RM5

1

1

0

Ø

H

D

P

E

MA

IN

A

CC

ES

S R

OA

D

MAIN ACCESS ROAD

MAIN ACCESS

ROAD

MAIN ROAD R380

MAIN ROAD R380

PRODUCT TRANSPORT

ROAD

TO KATHU

TO KURUMAN

ROADWAY

5m

20m

85m

5m5m

5m 5m

BIF PLATFORM

DS2

NEW 87m³

FIREWATER TANK

WITH BOOSTER

PUMP

NORTH

GATE

GUARD HOUSE FENCE

INSIDE EXPLOSIVE

YARD

1.5m

Sliding

Window

Toilet

with

Basin

3m

3m

2m

Guardhouse

on Concrete

Foundation

Fence as per SAP 412

Legislation

2m

2m

2m

1m Wide

Pedestrian gate

3.6 x 3.6 x 0.125m

Thick Concrete slab

See details

F5B

F5C

F5D

F5E

F5F

C1

C2C3

C4

7m

6m1m

0.3m

0.3m

200mm dia HDPE Class 12

1

6

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

1

1

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

WATER MAIN TAKE OFF POSITION

200m

m dia H

DP

E C

lass 12

1

6

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

1

6

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

1

6

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

110mm dia HDPE Class 12

1

1

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

1

1

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

200mm dia HDPE Class 12

160mm dia HDPE Class 12

1

1

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

1

6

0

m

m

d

i

a

H

D

P

E

C

l

a

s

s

1

2

W-3

W-3C W-3D W-3E W-3F W-3G

W-3A

W-3B

W-5

W-6

W-7

W-8

W-9

W-9A

W-9B

W-11

W-12

W-12A

W-12B

W-12C

W-12D

W-13

W-5A

W-5B

W-5C

W-14

W-15 W-15AW-16

W-14A

W-14C

W-14D

W-9C

W-10

W-14B

W-17

W-3C1

W-3C2

W-3D1

W-3E1

W-3A2

W-3A1

63

mm

d

ia

63mm dia 50mm dia

W-18

W-19

W-20

W-21W-22

HD

PE

C

la

ss 1

2

HDPE Class 12HDPE Class 12

160mm dia HDPE Class 12

W-5D

W-5E

W-5G

W-14E

W-14F

W-5F

W-5H

P

1

5

P

2

2

E

D

G

A

C

GV 1

GV 2

GV 3

GV 4

GV 5

GV 6

GV 7

GV 8

GV 9

W-24

W-25

W-26

W-27

W-28

W-29

W-30

W20

W1

200m

m dia H

DP

E C

lass 12

Min 1.2m

C

over

200m

m dia H

DP

E C

lass 12

Min 1.2m

C

over

END CAP

1

1

0

Ø

H

D

P

e

C

l

a

s

s

1

2

1

1

0

Ø

H

D

P

e

C

l

a

s

s

1

2

100mm VALVE AND

CHAMBER

TEMPORARY WATER

SUPPLY TO OFFICES

PIPE TO BE LAID AT A

MINIMUM OF 1m COVER

110x75mm TEE

75mm END CAP

110mm dia HDPE Class 12

Min 1.2m Cover

110mm dia HDPE Class 12

Min 1.2m Cover

75m

m dia H

DP

E C

lass 12

Min 1.2m

C

over

75m

m dia H

DP

E C

lass 12

Min 1.2m

C

over

W-2JW-2I

W-2H

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END CAP

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WORKSHOP 3- MECHANICAL

WORKSHOP 1- ELECTRICAL

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

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D.B

D.B

D.B

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D.B

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D.B

D.B

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i.ei.e

i.ei.e

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0

1

0

2

0

3

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4

0

5

0

6

0

7

0

8

0

9

1

0

1

1

1

2

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D.B

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IN

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x x x x x x x x x x

xx

x x

xx

xx

x

x

x

x

x

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x

x

x x

xx

x x x x

x

x

xx

xx

x

x

x

x

x

x

x

35

36

37

38

39

40

41

42

43

44

45

46

47

68

67

66

65

64

63

62

61

60

59

58

57

56

55

54

53

52

48

49

50

51

01

02

03

04

05

06

07

08

09

10

11

12

13

34

33

32

31

30

29

28

27

26

25

24

23

22

21

20

19

18

14

15

16

17

PEDESTRIAN WALKWAY

COVERED

PARKING

(68 BAYS)

PEDESTRIAN WALKWAY

BUS BAY

TAXI RANK

V1

V2

V3

V4

V5

V6

V7

V8

D1

D1

W5

W1

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TR

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.

OVERFLOW AREA

C

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C

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6

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5

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6

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W

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6

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6

m

W

I

D

E

R

O

A

D

TO HOTAZEL

TO SISHEN

WM7.5RM8.5

TELEPHONE LINES

THROUGH LANE

BYPASS LANE

EXISTING ROAD EDGEEXISTING ROAD EDGE

TIED INTO EXISTING MAIN ROAD MR380

EXISITNG ROAD SURFACE

TO BE PAINTED

PROPOSED INTERSECTION ADJUSTMENTPROPOSED INTERSECTION ADJUSTMENT

TIED INTO EXISTING MAIN ROAD MR380

TURNING LANE

1:40 TAPERS

1:1

0 T

AP

ER

S

1:1

0 T

AP

ER

S

1:40 TAPERS

EXISITNG ROAD SURFACE

TO BE PAINTED

EDGE OF SHOULDEREDGE OF ROADEDGE OF SHOULDER

EDGE OF ROAD

BYPASS LANE

THROUGH LANEGM3.3

NEW ROAD EDGE

NEW ROAD EDGE

RAMP

WESTERN WEIGHBRIDGE

EASTERN WEIGHBRIDGE

3m LONG SOAKAWAYREFER TO DETAIL 2

1000l CALCAMITE SEPTIC TANK(REFER TO DETAIL 3)IL OF INLET PIPE = 1090.108

1 : 100 GRADE1 : 100GRADE

1 : 60 GRADE 1 : 80 GRADE

750mmØ PRECAST CONCRETE RINGMANHOLE (REFER TO DETAIL 4)

IL = 1090.218

RODDING EYEIL = 1090.333

C

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C

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3m LONG

SOAKAWAY. REFER

TO DETAIL 2

1000l CALCAMITE

SEPTIC TANK (REFER

TO DETAIL 3)

S2

S

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STOP

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PRODUCT TRANSPORT

ROAD

STOP

STOP

ST

OP

GRAVEL AREA

ELEVATED SECURITY VIEWING PLATFORM

FA

LL

GRAVEL AREA

EARTH BERM

AND CHANNEL

EARTH BERM

AND CHANNEL

CHANNEL TO DISCHARGE ONTO SURFACE

EARTH BERM

AND CHANNEL

EARTH BERM

AND CHANNEL

CHANNEL TO DISCHARGE ONTO SURFACE

FALLFALL

FALLFALL

CHANNEL TO

DISCHARGE ONTO

SURFACE

CHANNEL TO

DISCHARGE ONTO

SURFACE

CHANNEL TO

DISCHARGE ONTO

SURFACE

P1

P2

P3

P4

P5

P6

P7

P8

P9

P10

P11

P12

R2 = 20m

R1 = 20m

R3 = 20m

P13

R4 = 11m

STAGING FOR 40 TRUCKS

D

.B

1

0

8

2

.

1

5

1

0

8

2

.

4

0

2

4

-

0

8

-

2

0

0

9

1

0

8

2

.

1

5

1

0

8

2

.

4

0

2

4

-

0

8

-

2

0

0

9

S

S

S

S

S

+

7

.

5

D

e

g

+

8

.

7

D

e

g

C

R

U

S

H

E

R

W

A

S

T

E

D

U

M

P

H

E

I

G

H

T

H

E

I

G

H

T5

.

4

M

6

.

6

M

B

e

r

m

0

.

7

8

m

B

e

r

m

0

.

9

3

m

B

e

r

m

0

.

9

2

m

B

e

r

m

1

.

0

4

m

B

e

r

m

1

.

3

8

m

B

e

r

m

1

.

3

7

m

6

.

5

D

e

g

4

.

8

D

e

g

H

37

1

1

34

35

16

17

GOBA SOUTH POND

PA

RK

IN

G

1413

15

18

19

N

E

W

R

E

C

Y

C

L

E

D

W

A

T

E

R

P

O

N

D

3C(1250m3)

GOBA NORTH POND

102

12

TRUCK STAGING LANES

1

2

3

POSSIBLE FUTURE

SINTER PLANT SIDING

1

31

30

20

21

22

3E

29

R

O

M

S

T

O

C

K

Y

A

R

D

36

3B (1352m3)

32

P

R

O

D

U

C

T

S

T

O

C

K

Y

A

R

D

33

6

5

3F

3A(5408m3)

3D

(5000m3)

25

8

26

7

9

24

23

28

27

D

U

S

T

S

U

P

P

R

E

S

S

IO

N

F

IL

L

IN

G

P

O

IN

T

4

M

IN

IN

G

C

A

M

P

1

G

O

O

S

E

N

E

C

K

ROAD BLOCKED HERE

52

ROAD FROM

HOLDING

CAMP

A0

UMK MANGANESE PROJECT - NORTHERN CAPE

BLOCK PLAN

THE MASTER HELD AT AECOM DURBAN BEARS THE ORIGINAL SIGNATURE OF APPROVAL

FOR INFORMATION

00 08/09/17 ISSUED FOR INFORMATION SR DP DP 201270383DP