OUTLINE SERVICES SCHEME REPORT (WATER AND...

OUTLINE SCHEME REPORT (WATER AND SEWER) 327043

HOLDING 263, WILLOWGLEN AGRICULTURAL HOLDINGS Issue 1

SHELL SUMMIT ROADPROPOSED FILLING STATION ON THE REMAINING EXTENT OF PORTION 123 (APORTION OF PORTION 38) OF THE FARM KNOPJESLAAGTE 385 JR.

OUTLINE SERVICES SCHEME REPORT(WATER AND SEWER)

APRIL 2013

Issue 1

OUTLINE SCHEME REPORT (WATER AND SEWER) 14900.R

PROPOSED FILLING STATION ON REMAINING EXTENT OF PTN 123 OF THE FARM KNOPJESLAAGTE 385 JR Issue 1

WSP SA Civil and Structural Engineers (Pty) Ltd.

Pretoria2

Issue/Revision Issue 1 Revision 1 Revision 2 Revision 3

Remarks

Date April 2013

Prepared by M.S Mashamba

Signature

Checked by Harm Schreurs Pr Eng

Signature

Authorised by H. Schreurs Pr Eng

Signature

Project number 14900.R

File reference 14900.R / 11

HARM SCHREURSDIVISIONAL DIRECTOR: Pr Eng Reg. No. 960262

E-mail Address: [email protected]

Mobile Number: 082 376 0527




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CONTENTS

1. INTRODUCTION.............................................................................. 4

2. CIVIL ENGINEERING SERVICES ..................................................... 6

2.1 WATER .......................................................................................................................... 6

2.1.1 ESTIMATED WATER CONSUMPTION ........................................................................... 6

2.2 SEWER .......................................................................................................................... 7

2.2.1 ESTIMATED SEWER FLOW .......................................................................................... 7

2.3 EXISTING DISTRIBUTION NETWORKS UPGRADES .................................................... 8

3. CONCLUSIONS ............................................................................... 9

Appendices

Appendix A S.G Diagram

Appendix B Title Deed

Appendix C Technical report stating upgrades required in the distribution networks inthe vicinity of the development, prepared by GLS Consulting.

Appendix D Figure SS_W1

Appendix E Figure SS_S1




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1. INTRODUCTION

Plan Associates approached WSP SA Civil and Structural Engineers (Pty) Ltd to assist in the

establishment township on the Remaining Extent of Portion 123 (A portion of portion 38) of the

farm Knopjeslaagte 385-JR, for the purposes of establishing a filling station (See Appendix A for

the S.G Diagram). The appointment is for the compilation of a services report, (specifically for

water and sewer), for the proposed development. The report investigates whether the proposed

development can be serviced economically with the existing resources and infrastructure.

The site measures xxxxxha in total and is located on the corner of Summit Road and Stirrup

Road, Briddle Park, in the jurisdiction of the City of Johannesburg Metropolitan Municipality area.

Refer to Figure 1 for the locality plan.

Developer: Shell SA Marketing (Pty) LtdThe Campus, Twickenham

57 Sloane Street

Epsom Downs

Bryanston

2021

Private Bag x19

Bryanston

2021

Republic of South Africa

Email: [email protected]

Tel: 011 408 4339

Fax: 011 413 1509

Contact person: Nonceba Ngwenya

(Title Deed – Appendix B)

Consulting Engineers:

WSP Group Africa (Pty) LtdWSP Civil and Structural Engineers Division34 Bouvardia Avenue,

Lynnwood Ridge

Pretoria

0081, South Africa

PostNet Suite 287

Private Bag X025

Lynnwood Ridge

0040

Contact person: Harm Schreurs

Email: [email protected]

Tel: 012 361 4141, Fax: 012 361 4142




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Figure 1 – Site Locality Plan (Not to scale)




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2. CIVIL ENGINEERING SERVICES

2.1 WATERWSP Group Africa (Pty) Ltd/WSP Civil & Structural Engineers Division appointed GLS

Consulting to evaluate the existing infrastructure in the development area and the impact of the

development. Refer to Appendix C for the report.

The proposed development is currently located within the Blue Hills (PRV 1) water sub-district.

It should be noted that a 600mm diameter Rand Water bulk pipeline is also located in Stirrup

Road, which supplies Diepsloot. See Appendix D for the existing water network (GLS Figure

SS_W1).

A connection to the existing 160mm diameter pipe along Stirrup Road in the vicinity of Point A is

proposed to serve the development via a new 160mm diameter pipe to be installed.

The existing system analysis, including the additional peak demand of the proposed

development (4 x AADD = 0.04 l/s), confirms that the peak residual pressure at the proposed

connection point would be approximately 45m. This peak pressure is greater than the minimum

pressure criteria of 24 m (as in accordance with JW’s Modelling Guidelines) confirming that no

upgrading is required to meet the minimum pressure criteria.

The total cost for the connection of the new pipeline(s) from the development to the existing

systems cannot be obtained yet (or discussed) since the SDP is not yet finalised.

2.1.1 ESTIMATED WATER CONSUMPTION

(The estimated water consumption calculations for this report are based on the GLS findings and

recommendations).

To note is that the development is located within the Blue Hills (PRV1) water sub-district. GLS

Consulting compiled a water master plan for the Blue Hills and Diepsloot Water Sub-Districts

(Ref. JWAT-C-0160-01-00-1029) for Johannesburg Water (JW) in October 2009. The report and

the latest hydraulic models (2013-02) formed the bases of the water impact study undertaken

for the proposed development.

The water demand for the proposed development, assuming a unit demand of 0.4 kl/day per

100m² floor area as per the JW Design Guidelines, is estimated to be 0.86 kl/d. The demand

translates into a peak demand of 0.04 l/s assuming a peak factor of 4 to be applicable.

The required fire flow was assumed to be 50 l/s with a minimum pressure of 15 m when

assuming this development falls within the medium risk category. It should be noted that this is




Pretoria7

a deviation of the JW Design Guidelines which requires a total fire flow of 100 l/s for

business/commercial developments, but this is considered stringent. The model confirms that

the fire flow of 50 l/s cannot be supplied through the existing system. Therefore, on-site storage

tanks and other fire protection measures as in accordance with SANS 10252-1:2004 will be

required.

The “Ultimate Scenario” of the existing water services taking into account the proposed

development is that it will be supplied directly from the proposed Pretoriusrand Reservoir

(Estimated TWL to be 1562 masl) in which case the peak pressure at the proposed connection

point will be 26m, only marginally more than the minimum requirement. However, it should be

noted that substantial upgrading is required for the ultimate scenario to achieve the re-zoning as

per above-mentioned master plan.

Therefore, the existing as well as the future systems can accommodate the anticipated peak

demand of the proposed development, with upgrading only required for the ultimate scenario.

2.2 SEWERThe development is also located in the northern Sewer Sub-Basin for which GLS Consulting

compiled a Sewer Network Analysis Report in September 2010 (Ref. JWAT-C-0187-00-01-

0810).

There is currently no sewage reticulation in the vicinity of the proposed development to which it

can connect. There is also no nearby sewer reticulation in the City of Tshwane Metro. JW also

does not have any plans, as far as we know, to construct any sewers in this area as it is located

outside the current urban development boundary.

Therefore it is recommended that a suitable on-site solution such as a septic tank and/or French

drain be considered/investigated to handle all sewage effluent subject to local soil conditions

and municipal guidelines.

Also, the total cost for the connection of the new pipeline from the development to the existing

system will not be discussed since the SDP is not yet finalised.

2.2.1 ESTIMATED SEWER FLOW

The estimated unit sewer flow for the proposed garage is 0.22 kl/100m², as per JW Design

Standard Guidelines. The area to be developed is 215m², thus the estimated sewage flow

contribution is 0.48 kl/d.




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2.3 EXISTING DISTRIBUTION NETWORKS UPGRADES

These are the upgrades as recommended by GLS Consulting’s report (Annexure C)

2.3.1 The following are the adjustments to the master plan as per GLS report in orderto accommodate the proposed development:

2.3.1.1 Water Network

The only upgrading will be required for the ‘Ultimate Scenario’ where the proposed development

will be part of the proposed Pretoriusrand Reservoir (TWL = 1562 masl) in which case the peak

pressure at the proposed connection point will be 26m, only marginally more than the minimum

requirement.

No upgrading for the ‘Current scenario’ is required to meet the minimum pressure criteria.

2.3.1.2 Sewer Network

No upgrades needed since there is no sewage reticulation in the vicinity of the proposed

development.

Cost estimate for the upgrading will be dealt with after the SDP is approved.




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3. CONCLUSIONS

All the required engineering services, in respect of water and sewer can be supplied

economically to the proposed development.

There is spare capacity available in the water system to supply the proposed development with

no upgrading required.

A fire flow of 50 l/s cannot be supplied through the existing system. Therefore, on-site storage

tanks and other fire protection measures as in accordance with SANS 10252-1:2004 will be

required. Alternatively extensive upgrading to the Blue Hills PRV water system will be required.

A 160mm diameter connection to the water system in Stirrup Road Is proposed to supply the

development.

The current bulk distribution system has adequate spare capacity to accommodate the peak

flow of the development.

It is recommended that a suitable on-site sewage solution such as a septic tank and/or French

drain be considered to handle sewage effluent subject to local soil conditions and municipal

guidelines as there is no sewer reticulation in the vicinity of the site and none is planned in the

near future as the site is located outside the current urban development boundary.

The total budget amount for these services as per this document is not included since the SDP

is yet finalised.




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Appendices

Appendix A S.G Diagram

Appendix B Title Deed

Appendix C Technical report stating upgrades required in the distribution networksin the vicinity of the development, prepared by GLS Consulting.

Appendix D Figure SS_W1

Appendix E Figure SS_S1




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Appendix AS.G Diagram




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Appendix BTitle Deed




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Appendix CTechnical report stating upgrades required in the

distribution networks in thevicinity of the development,

prepared by GLS Consulting

4 April 2013 WSP SA CIVIL AND STRUCTURAL ENGINEERS (PTY) LTD 34 Bouvardia Avenue Lynnwood Ridge Pretoria 0081 South Africa Attention: Mr. S Mashamba Dear Sir WATER AND SEWER IMPACT INVESTIGATION FOR PROPOSED SHELL FILLING STATION: SUMMIT ROAD

As requested we have investigated the capacity of the existing water and sewer systems to serve the proposed development and comment as follows:

1. EXTENT OF DEVELOPMENT The location of the proposed Shell filling station and layout of existing water and sewer services in the vicinity of the site is indicated on Figures SS_W1 and SS_S1 respectively. The proposed Shell filling station will have an estimated floor area of 215m2. No car wash is planned.

We confirm that the development is located within the City of Johannesburg municipal boundary (on the edge of this boundary), but located outside the current urban development boundary.

2. BACKGROUND The proposed development is located within the Blue Hills (PRV 1) water sub-district. GLS compiled a water master plan for the Blue Hills and Diepsloot Water Sub-Districts (Ref. JWAT-C-01060-01-00-10209) for Johannesburg Water (JW) in December 2009. This report and the latest hydraulic models (2013-02) formed the basis of the water impact study undertaken for the proposed development.

The development is also located in the Northern Sewer Sub-Basin for which GLS Consulting compiled a Sewer Network Analysis Report in September 2010 (Ref. JWAT-C-0-187-00-01-0810).

3. WATER SYSTEM

3.1 Water Demand

The water demand for the proposed development, assuming a unit demand of 0.4 kl/day per 100 m2 floor area as per the JW Design Guidelines, is estimated to be 0.86 kl/d. This demand translates into a peak demand of 0.04 l/s assuming a peak factor of 4 to be applicable. This peak demand was used in the hydraulic analysis undertaken herewith.

3.2 Existing Water Services, Available Capacity and Proposed Connection Points

Figure SS_W1 has reference. Current Scenario: The proposed development is currently located within the Blue Hills (PRV 1) water sub-district. It should be noted that a 600 mm Ø Rand Water bulk pipelines is also located in Stirrup Road, which supplies Diepsloot. A connection to the existing 160 mm Ø pipe along Stirrup Road in the vicinity of point A is proposed to serve the development via a new 160 mm Ø pipe to be installed. The existing system analysis, including the additional peak demand of the proposed development (4 x AADD = 0.04 l/s), confirms that the peak residual pressure at the proposed connection point would be approximately 45m. This peak pressure is greater than the minimum pressure criteria of 24 m (as in accordance with JW’s Modelling Guidelines) confirming that no upgrading is required to meet the minimum pressure criteria. An alternative option is to apply for a direct RW connection to the 600 mm Ø bulk pipeline, in which case both peak flow and fire flow could be supplied, but this option will most likely not be approved. Ultimate Scenario: Ultimately, the proposed development will be part of the proposed Pretoriusrand Reservoir (TWL = 1562 masl) in which case the peak pressure at the proposed connection point will be 26m, only marginally more than the minimum requirement. However, it should be noted that substantial upgrading is required for the ultimate scenario to achieve the re-zoning as per above-mentioned master plan. Therefore, the existing as well as the future systems can accommodate the anticipated peak demand of the proposed development, with upgrading only required for the ultimate scenario.

3.3 Reservoir Capacity and Bulk Supply

The Blue Hills water sub-district is currently supplied directly from the Rand Water system through the Centurion (Blue Hills) Rand Water connection, thus there currently no reservoir storage provided. However, JW’s long term plan is to build the 20Ml Pretoriusrand Reservoir, which would then provide the required storage.

3.4 Fire Flow Analysis

The required fire flow is assumed to be 50 l/s with a minimum pressure of 15 m when assuming this development falls within the medium risk category. It should be noted that this is a deviation of the JW Design Guidelines which requires a total fire flow of 100 l/s for business / commercial developments, but this is considered too stringent. The model confirms that the fire flow of 50 l/s cannot be supplied through the existing system. Therefore, on-site storage tanks and other fire protection measures as in accordance with SANS 10252-1:2004 will be required.

4. SEWER SYSTEM 4.1 Sewage Flow

The estimated unit sewer flow for the proposed garage is 0.22 kl/100 m2, as per JW Design Standard Guidelines. The area to be developed is 215 m2, thus the estimated sewage flow contribution is 0.48 kl/d.

4.2 Existing Sewer Services, Available Capacity and Proposed Connection Point

Figure SS_S1 has reference. There is currently no sewage reticulation in the vicinity of the proposed development to which it can connect. There is also no nearby sewer reticulation in the City of Tshwane Metro. JW also does not have any plans, as far as we know, to construct any sewers in this area as it is located outside the current urban development boundary. Therefore it is recommended that a suitable on-site solution such as a septic tank and/or french drain be considered/investigated to handle all sewage effluent subject to local soil conditions and municipal guidelines.

5. SUMMARY

In conclusion, we summarise:

1. There is currently spare capacity available in the water system to supply the proposed development with no upgrading required.

2. The model confirms that a fire flow of 50 l/s cannot be supplied through the existing system. Therefore, on-site storage tanks and other fire protection measures as in accordance with SANS 10252-1:2004 will be required. Alternatively extensive upgrading to the Blue Hills PRV water system will be required.

3. A 160 mm Ø connection to the water system in Stirrup Road is proposed to supply the development.

4. The current bulk distribution system has adequate spare capacity to accommodate the peak flow of the development.

5. It is recommended that a suitable on-site sewage solution such as a septic tank and/or French drain be considered to handle sewage effluent subject to local soil conditions and municipal guidelines as there is no sewer reticulation in the vicinity of the site and none is planned in the near future as the site is located outside the current urban development boundary.

We trust you find the above sufficient in terms of your request.

Yours faithfully GLS CONSULTING (PTY) LTD REG. NO.: 2007/003039/07

Per: MR JK COMPION (Director)




Pretoria14

Appendix DExisting water layout (Figure SS_W1)

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TANGANANI

DIEPSLOOT WES

DIEPSLOOT WEST EXT.6

DIEPSLOOT WES EXT.4DIEPSLOOT WES EXT.4

TANGANANI

DIEPSLOOT WES


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763

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RE/153/388-JR

37

704

696

50

697

52

701

38

54

48 49

51

53

698

3940

4142

43

47

699

44

559

702

46520

521

522 45

560

519

467

511 512 513

523 700

57166

8 9 10 11 127

368

524457

3

4

525

626

557

638

9192

664665

585586

639640

579581 582 583 584

637667668

632633634

580

629630631

635

9798

650

693

646

648 653654

657

645

647

649

655

658597

618

619591592

593

656

594595

596659

620621

643644

660661662663

587

1157

588 589 590

1156

641 642

622

675676

671 672673

694

674

695

623624

669 670558

625

34

709

27

708

25

26

283132

33

24

710 22

711

23

5758

705706

707

35

5556

36

71521

16

712

1517

18

19

20

713

714

14

2

13

703

7576

601

602603

604605

606 74

77

681682

685

684

683

608609

610611612

613

69

70

71

72

607

73

651

652

599600

614615

598

616617

680 686

5960

687688

6162

689

63

64

65

6667

68

2930

678679

690691

677

692

7879

8081

8283

84858687

8889

90

RE/120/388-JR119/388-JR

450/388-JR

165/388-JR

RE/30/388-JR

202/388-JR

214/388-JR

19/388-JR

29/388-JR

191/388-JR

RE/31/388-JR

213/388-JR

215/388-JR

26/388-JR

27/388-JR

28/388-JR

RE/2/388-JR

353/388-JR409/388-JR

357/388-JR

361/388-JR

RE/118/388-JR

RE/118/388-JR

413/388-JR

414/388-JR

RE/251/385-JR

354/388-JR

RE/396/388-JR

360/388-JR

364/388-JR

168/388-JR

355/388-JR

397/388-JR396/388-JR

169/388-JR

356/388-JR

410/388-JRRE/167/388-JR

193/388-JR

454/388-JR

451/388-JR

452/388-JR

453/388-JR

RE/63/385-JR

243/385-JR

244/385-JR

242/385-JR

247/385-JR

246/385-JR

249/385-JR

164/388-JR

248/385-JR

RE/229/385-JR

250/385-JR

251/385-JR

899/385-JR

RE/251/385-JR

959/385-JR

960/385-JR

363/388-JR

352/388-JR362/388-JR

RE/250/385-JR

358/388-JR

359/388-JR

166/388-JR

204/388-JR

RE/166/388-JR

RE/409/388-JR

R28

R28

600Ï Rand Water Pipeline

A600Ï Rand Water Pipeline

600Ï JHB Water Pipeline

160 Ï

160 Ï160 Ï 160 Ï

160 Ï

600 Ï

160 Ï

600 Ï

200

Ï

200 Ï

200

Ï20

0 Ï

200

Ï20

0 Ï

200 Ï

200

Ï

200

Ï20

0 Ï

200

Ï

200

Ï

200 Ï200 Ï

200 Ï

200 Ï

600 Ï

160 ÏSABELO PHAMA

PA

UL

ND

LOV

U

MAK

HOSO

NKE

XIS

UN

GU

LO

NOKO

ZEP

H M

OTH

OP

EN

G

SOLIDARITY

ITERELENG

AFRICA

TSA

KA

UM

A

NK

ULU

LEK

O

TAKA

LAN

I

AGGREY KLAASTE

JAB

ULA

NI

BIT

DRESSAGE

GYM

KANA

POMMEL

ROAN

STIRRUP

SUMMIT RD

K46.

02

K46.

02

FUNDUDZI

UTHUKELA

DUKUZA

MU

SI

RE

PA

NG

UKHAHLAMBA

KING DINIZULU

UM

HLA

NG

A

BUFFALO

REPANG

R.M. MAKHADO

AMANZ'AMTOTI

KIN

G M

AM

PU

RU

FUNWABO

NOBUHLE

RIV

ER

S O

F B

AB

YLO

N

MG

AB

AB

A

PITS

I

OWL

TLOU

NONGOMA

MGIBE

Impact Investigation for Proposed Shell Filling Station :Summit Road

April 2013

Existing Water System andProposed Connection Point

Figure SS_W1 (Sheet 1)

Detail 1

SeeDetail 1

1346

_Joh

anne

sbur

g_A

d_H

oc...

.

5m Contours

Existing Water Layout(< 110Ï unless otherwise shown)

Proposed System :

Proposed Connection Point

Legend :

Existing System :

1620

Proposed Pipeline

Hydrants

Proposed Development :

Rand Water Bulk Pipeline

City of JohannesburgUrban Development BoundaryCity Of JohannesburgMunicipal Boundary

PRV (and settings)

Scale 1:10000

0 62.5 125 250 500 meters

243/385-JR


STIRRUP ROAD

ROAN

160 Ï


110 Ï

1495

1495

15101505

14801485

1475

1485

1500

1510

1500

1550

1500

1520

1500

1530

1525

1525

1530

1500

1510

1515

1520

1505

1495

15001490

1495

1520

1505

1510

1520

1515

1515

1500

1505

1510

1515

1515

1510

1505

1495

1545

15301550

1545

1540

1550

1555

1550

1555

1555

15351540

1550

1530

1555

1535

1555

1555

1550

1540

1545

1550

1555

1555

1555

1550

15451540

1525

1535

1520

1545

15351540

1525

1520

1530

1515

1540

1545

1530

1525

1525

1540

1530

1535

1515

1505

1510

1520

1535

165/388-JR

353/388-JR409/388-JR

357/388-JR

361/388-JR

RE/118/388-JR

RE/118/388-JR

413/388-JR

414/388-JR

RE/251/385-JR

354/388-JR

RE/396/388-JR

360/388-JR

364/388-JR

168/388-JR

355/388-JR

397/388-JR396/388-JR

169/388-JR

356/388-JR

410/388-JRRE/167/388-JR

193/388-JR

283/385-JR

262/385-JR

284/385-JR

285/385-JR

258/385-JR

259/385-JR

261/385-JR

260/385-JR

RE/63/385-JR

RE/282/385-JR

849/385-JR

893/385-JR

872/385-JR

264/385-JR

265/385-JR

RE/279/385-JR

917/385-JR

279/385-JR

918/385-JR

RE/2/385-JR

280/385-JR

253/385-JR

243/385-JR

244/385-JR

301/385-JR

245/385-JR 252/385-JR

928/385-JR

242/385-JR

254/385-JR

255/385-JR

277/385-JR

926/385-JR

927/385-JR

247/385-JR

246/385-JR

249/385-JR

164/388-JR

248/385-JR

RE/229/385-JR

278/385-JR

256/385-JR

257/385-JR

250/385-JR

251/385-JR

899/385-JR

RE/251/385-JR

959/385-JR

960/385-JR

363/388-JR

352/388-JR362/388-JR

RE/250/385-JR

358/388-JR

359/388-JR

166/388-JR

204/388-JR

RE/166/388-JR

RE/409/388-JR



600 Ï

160 Ï160 Ï 160 Ï

250 Ï

350

Ï

350 Ï

160 Ï

350 Ï

160 Ï

350 Ï

160 Ï

BIT

CHAMPION

DRESSAGE

GYM

KANA

POMMEL

ROAN STIRRUP

STIR

RUP

LINK

STIRRUP

SUMMIT RD

DiepslootTown(RW5590)

CenturionConnection(Blue Hills)

PRV (45m)


April 2013

Existing Water System andProposed Connection Point

Figure SS_W1 (Sheet 2)

1346

_Joh

anne

sbur

g_A

d_H

oc...

.

5m Contours

Existing Water Layout(< 110Ï unless otherwise shown)

Proposed System :

Proposed Connection Point

Legend :

Existing System :

1620

Proposed Pipeline

Hydrants


Rand Water Bulk Pipeline


PRV (and settings)

Scale 1:10000

0 62.5 125 250 500 meters




Pretoria15

Appendix EExisting sewer layout (Figure SS_S1)

1445

1460

1455

1450

1465

1440

1445

1435

1430

1425

1420

1435

1440

1495

1500

1490

1470

1465

1475

1480

1480

1450

1455

1460

1485

1475

1470

1460

1465

1470

1455

1410

1435

1450

1460

1455

1460

1445

14401470

1465

1440

1450

1425

1430

1440

1455

1420

1460

1445

1440

1435

1425

1430

1455

1455

145014

15

1495

1500

1490

1480

1495

1475

1485

1500

1500

1495

1490

1485

1475

1470

1465

1460

1455

1480

1445 14

50

1465

15051515

1515

1510

15101505

1500

1490

14751480

1485

1495

1495

1505

1500

1510

1495

1505

1490

1500

1500

1485

1490

1510

1495

1515

1515

DIEPSLOOT WES EXT.4

TANGANANI

DIEPSLOOT WES


250 Ï

250 Ï250 Ï

250 Ï

250 Ï

AFRICA

TSA

KA

UM

A

NK

ULU

LEK

O

TAKA

LAN

I

AGGREY KLAASTE

JAB

ULA

NI

FUNWABO

NOBUHLE

RIV

ER

S O

F B

AB

YLO

N

MG

AB

AB

A

PITS

I

OWL

TLOU

NONGOMA

SABELO PHAMA

PA

UL

ND

LOV

U

MAK

HOSO

NKE

MGIBE

XIS

UN

GU

LO

NOKO

ZEP

H M

OTH

OP

EN

G

SOLIDARITY

ITERELENG

K46.

02

K46.

02

FUNDUDZI

UTHUKELA

DUKUZA

MU

SI

RE

PA

NG

UKHAHLAMBA

KING DINIZULU

UM

HLA

NG

A

BUFFALO

REPANG

R.M. MAKHADO

AMANZ'AMTOTI

KIN

G M

AM

PU

RU

SUMMIT RD

BIT

DRESSAGE

GYM

KANA

POMMEL

ROAN

STIRRUP


April 2013

Proposed Shell Filling Stationand Existing Sewer System

Figure SS_S1

1346

_Joh

anne

sbur

g_A

d_H

oc...

.

Manholes

5m Contours

Rising Main

Legend :

Existing System :

1620



Existing Sewer System (< 160Ï unless otherwise shown)

Scale 1:10000

0 62.5 125 250 500 meters

OUTLINE SERVICES SCHEME REPORT (WATER AND...

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