BULK WATER SUPPLY INFRASTRUCTURE MASTER PLANNING FOR THE MAGALIES WATER AREA OF SUPPLY
COMPREHENSIVE FEASIBILITY STUDY FOR POSSIBLE EXTENSIONS ON THE BULK WATER SUPPLY SCHEMES: TEMBA/KLIPDRIFT/KLIPVOOR TO MORETELE AND WATERBERG
JULY 2013
38 Heystek Street, Private Bag X82327, Rustenburg 0300. Tel: 014-597 4636, Fax: 014 597-1843 Website: www.magalieswater.co.za
Feasibility Report July 2013
BULK WATER SUPPLY INFRASTRUCTURE MASTER PLANNING FOR THE MAGALIES WATER AREA OF SUPPLY
COMPREHENSIVE FEASIBILITY STUDY FOR POSSIBLE EXTENSIONS ON THE BULK WATER SUPPLY SCHEMES: TEMBA/KLIPDRIFT/KLIPVOOR TO MORETELE AND WATERBERG
CONTENTS
Contents ...... i Maps ...... vii Summary ...... ix
PART A: INTRODUCTION AND BACKGROUND ...... 1 1. INTRODUCTION AND BACKGROUND TO STUDY AREA ...... 1 1.1 Study area and main role players ...... 1 1.2 Purpose of the study ...... 1 1.3 Existing water supply schemes and water resources ...... 2 1.4 Background to Magalies Water’s operations (Ref 1 & 2) ...... 3 1.5 Background to Klipdrift ...... 4 1.6 Temba Water Treatment Works (CoT) ...... 4 1.7 Classification of municipalities in region and social component ...... 5 1.8 Application for raw water licenses ...... 6 2. WATER RESOURCES IN THE MAGALIES WATER REGION ...... 9 2.1 Background summary of regional water resources and water supply systems ...... 9 2.2 Crocodile River resources and quality issues in Magalies Water region (Ref 7) ..... 10 2.3 Return flows (Ref 7) ...... 11 2.4 Water quality ...... 11 2.5 Specific water quality issues in the area of supply ...... 15 2.6 State of rivers in region (Ref 10) ...... 17 2.7 Water resources impact ...... 19 2.8 Water use license/water use allocation ...... 24 2.9 The development of annual operation rules for the Crocodile River System ...... 25 (ref 16) ...... 25 3. ENVISAGED OR PLANNED DEVELOPMENTS IN STUDY AREA ...... 42 3.1 Klipdrift supply area and Moretele region ...... 42 3.2 Moretele region ...... 45 4. WATER CONSERVATION AND WATER DEMAND MANAGEMENT (18) ...... 46 4.1 Overview of Bojanala Platinum District Municipality (DM) ...... 46
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4.2 Moretele LM ...... 46 4.3. Non-revenue water and sanitation ...... 54 5. MORETELE LOCAL MUNICIPALITY PREVIOUS FEASIBILITY STUDY (Ref 18) . 55 5.1 Regional water supply ...... 55 5.2 Institutional structure and cost recovery ...... 55 5.3 Other regional aspects/profile ...... 56 5.4 Composition of Moretele North Water Supply System (MNWS) ...... 60 5.5 Planned infrastructure ...... 60 6. MORETELE REGIONAL SUPPLY (Ref 8) ...... 63 6.1 Temba Bulk Supply System ...... 63 6.2 Strategic planning for Temba system ...... 65 6.3 Master planning for Temba supply scheme by CoT ...... 67 6.4 Possible supply from Klipdrift WTW and route of Moretele supply main ...... 68 6.5 New connections to Eastern System - operational aspects ...... 68 6.6 Alternative arrangement for Temba into Moretele ...... 69 7. STORAGE FACILITY FOR CoT AND MORETELE SUPPLY ...... 70 7.1 Background on Steve Bikoville Reservoir ...... 70 7.2. Bulk storage requirements ...... 71 7.3 Site inspection of existing structure ...... 72 7.4. Analysis of options available for Steve Biko Reservoir ...... 75 7.5 Alternative reservoir site ...... 77 7.6 Applicability of environmental activities according to Listing notice 1 (requiring a Basic Assessment) ...... 78 7.7 Feasibility study pertaining to the new Moretele (Steve Bikoville) pipeline ...... 85 7.8 Feasibility of adopting the Steve Bikoville Reservoir ...... 87 7.9 Recommendations regarding using existing Steve Bikoville Reservoir ...... 88 7.10 Conclusion ...... 89 8. KLIPVOOR DAM PREVIOUSLY PROPOSED REGIONAL SCHEME (Ref 12 and 8) ...... 90 8.1 Introduction ...... 90 8. 2 Population and area served by Moretele Water Supply Scheme...... 90 8.3 Klipvoor area previous feasibility study ...... 92 9. KLIPDRIFT OR KLIPVOOR TO WATERBERG (Ref 11) ...... 98 9.1 Background ...... 98 9.2 Overview of the project ...... 98 9.3 Completed feasibility study: surface water ...... 99
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9.4 Completed feasibility: groundwater ...... 103 10. INVESTIGATION INTO FAR NORTH-WESTERN SECTION OF DR JS MOROKA LM (REF 12) ...... 105 10.1 Project area ...... 105 10.2 Population, level of service and water demand ...... 106 10.3 Water supply alternatives ...... 107 10.4 Recommended water supply plan ...... 108 10.5 Availability of raw water ...... 113 11. SUPPLY FROM KLIPDRIFT OR KLIPVOOR DAM ...... 113 11.1 Klipvoor versus Klipdrift ...... 113 11.2 Possible pipeline routes ...... 113 12. POSSIBLE SUPPLY TO KLIPVOOR, LIMPOPO AND DR JS MOROKA REGIONS WITH POSSIBLE LINKAGE TO KLIPDRIFT...... 114 12.1. PREVIOUS STUDIES CONDUCTED AND RELEVANT AVAILABLE DATA ...... 114 12.2 Brief description of existing infrastructure ...... 117 12.3 Population and households affected ...... 118 12.4 Development pressures and projections ...... 122 12.5 Projected water requirements ...... 123 12.6 Limitations and restrictions identified ...... 128 12.7 Socio-economic profiles and impacts ...... 134 12.8 Additional allocation applied for or needed ...... 135 13. IDENTIFIED OPTIONS ...... 135 13.1 Introduction ...... 135 13.2 Option 1: Klipvoor Dam to Waterberg only with no off-takes ...... 135 13.3 Option 2: Klipvoor Dam to Waterberg with off-takes to Moretele North region ..... 136 13.4 Option 3: Klipvoor Dam to Waterberg with off-takes to Moretele North and Madibeng regions ...... 136 13.5 Option 4: Klipvoor Dam to Waterberg with off-takes to Madibeng North and Dr JS Moroko regions ...... 136 13.6 Option 5: Klipdrift WTW to Waterberg with off-takes to Madibeng and ...... 136 Dr JS Moroka ...... 136 14. EVALUATION OF OPTIONS ...... 136 14.1 Option 1: Klipvoor Dam to Waterberg only ...... 136 14.2 Option 2: Klipvoor to Waterberg and Moretele North ...... 136 14.3 Option 3: Klipvoor to Waterberg and Moretele North and Mankwe North ...... 136 14.4 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko ...... 136 North West ...... 136
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14.5 Option 5: Klipdrift WTW to Waterberg with off-takes to LM’s ...... 137 15. OTHER ASPECTS ASSOCIATED WITH OPTIONS ...... 137 15.1 Option 1: Klipvoor Dam to Waterberg only ...... 137 15.2 Option 2: Klipvoor to Waterberg and Moretele North ...... 137 15.3 Option 3: Klipvoor to Waterberg and Moretele North and Madibeng North ...... 137 15.4 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko ...... 137 North West ...... 137 15.5 Option 5: Klipdrift to Waterberg and Moretele North and Dr JS Moroko ...... 137 North West ...... 137 16. FINANCIAL IMPACTS ...... 137 16.1 General ...... 137 16.2 Option 1: Klipvoor Dam to Waterberg only ...... 137 16.3 Option 2: Klipvoor to Waterberg and Moretele North ...... 137 16.4 Option 3: Klipvoor to Waterberg and Moretele North and Madibeng North ...... 137 16.5 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko ...... 137 North West ...... 137 16.6 Funding options ...... 137 17. RECOMMENDATIONS FOR NORTH EASTERN REGION ...... 137 REFERENCES ...... 138 ANNEXURES ...... 139
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ABBREVIATIONS amsl Above mean sea level PFS Prefeasibility study AADD Average annual daily demand PRV Pressure reducing valve BPDM Bojanala Platinum District Municipality PS Pumpstation BWS Bulk water supply PSP Professional service provider CBD Central business district RBA Royal Bafokeng Administration CoT City of Tshwane RBIG Regional Bulk Infrastructure Grant DORA Division of Revenue Act RLM Rustenburg Local Municipality DWA Department of Water Affairs RW Rand Water GIS Geographic information system SASS SA Scoring System GWSS Groundwater supply scheme TDS Total dissolved solids IDP Integrated development plan RWST Rustenburg Water Services Trust IRS Implementation ready study WC/WDM Water conservation/water demand management LM Local municipality WMA Water management area NW North West (Province) WSA Water services authority NRW Non-revenue water WSDP Water services development plan MAP Mean annual precipitation WSP Water services provider MAR Mean annual runoff WSS Water supply system MKLM Moses Kotane Local Municipality WTP Water treatment plant MLM Moretele Local Municipality WTW Water treatment works MW Magalies Water WWTW Wastewater treatment works N&S North and south
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MAP 1: LOCALITY OF MAGALIES WATER AREA OF SUPPLY
Mokgpho
Waterberg DM
Moretele LM
Temba
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vii
New Bulk Water Supply Capital Expenditure Projects - Response to challenges
AREA OF SUPPLY Limpop o Additional Demand > 45 Ml/d
New Klipvoor Dam Scheme
Additional Demand Vaalkop WTW 210 Ml/d 22 Ml/d Klipdrift NorthWes WTW 18 Ml/d (25 t Ml/d) New Scheme to Wallmannsthal Cullina Marikana-Mooinooi, WTW Additional n 12 Ml/d Demand Rustenburg & WTWAdditional Additional 16 Ml/d Gauteng> 85 Ml/d Demand MadibengDemand > 120 Ml/d < 15 Ml/d
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Connection Locality Map No. 1 : Temporary Connection Barrick Schematic Locality of Bulk Pipelines of Bakgatla Line at and Intervention Measures Line at Padda Tuschenko Mononono mst Reservoir Interconnection of Bakgatla Line New at Moruleng Klipvoor WTW La Patrie Reservoirs
Towards Vaalkop Mabeskraal WTW
Klipdrift WTW
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BULK WATER SUPPLY INFRASTRUCTURE MASTER PLANNING FOR THE MAGALIES WATER AREA OF SUPPLY
COMPREHENSIVE FEASIBILITY STUDY FOR POSSIBLE EXTENSIONS ON THE BULK WATER SUPPLY SCHEMES: TEMBA/KLIPDRIFT/KLIPVOOR TO MORETELE AND WATERBERG
SUMMARY
Magalies Water is the water service provider to local municipalities (LMs), mines and other users in the region north of the Magaliesberg, situated mostly in the North West Province but also small parts of Limpopo, Gauteng and Mpumalanga. The main components are the bulk water supply infrastructure around the Pilanesberg sourced from the Vaalkop Dam and treated at the Vaalkop Water Treatment Works (WTW), and the Klipdrift and Wallmannsthal schemes sourced from the Roodeplaat Dam. The smaller Cullinan WTW and pipelines make up the remainder of the Magalies Water area of supply. A number of rising mains, regional reservoirs, gravity pipes and reservoirs or off-takes make up the regional scheme developed over a number of decades to serve existing and new users. This report on the study is handled in two volumes, Volume 1 provides the status quo for the region based on mostly previous studies and reports while Volume 2 contains the new study divided into geographical areas where the existing schemes could be reinforced or extended in order to meet additional demands of existing users, or augment the supply to towns, settlements or mines not presently supplied by Magalies Water.
The Klipdrift and CoT/Moretele schemes in the far northern part of the City of Tshwane (CoT) supply potable water from the Apies and the Pienaars Rivers and treated at the Klipdrift and Temba WTWs, into the region and to Bela-Bela and Modimolle. The two systems are linked via an interconnection and thus combinedly supply the far north eastern part of Tshwane and the southern Moretele region. The Klipvoor Dam has been identified as the possible augmentation source of raw water for the augmentation of the existing supply to Bela-Bela, Modimolle and possibly Mookgophong in Limpopo but also to the rural villages in Moretele North and Dr JS Moroka far north western part not presently served by the existing bulk main pipelines.
The existing Magalies Bulk Water Supply Scheme is in the process of being extended and this study is to plan for further extensions or augmentations beyond those already planned or being implemented. The focus is on all existing schemes but mainly on Vaalkop/Pilanesberg, Klipdrift/Klipvoor and, to a lesser extent, Wallmannsthal and Cullinan areas of supply, including neighbouring regions with a perceived need for supplementary water supply to be developed, if feasible/ practical and water is available, together with existing water resources. Due to economic developments in the western region, mainly due to mining activities (but presently at a lower level than envisaged earlier), the opportunity exists to develop the supply to rural areas with perceived needs due to quality or quantity issues. Challenges to be addressed in these regions are affordability, sustainability, cost recovery and these related to water demand management, and operation and maintenance aspects. This report is a summary of available studies for the Temba/Klipdrift area of supply covering Moretele south and the possible Klipvoor Dam supply to Moretele north and the Waterberg towns of Bela Bela, Modimolle and MoOkgophong.
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BULK WATER SUPPLY INFRASTRUCTURE MASTER PLANNING FOR THE MAGALIES WATER AREA OF SUPPLY
COMPREHENSIVE FEASIBILITY STUDY FOR POSSIBLE EXTENSIONS ON THE BULK WATER SUPPLY SCHEMES:
TEMBA/KLIPDRIFT/KLIPVOOR TO MORETELE AND WATERBERG
PART A: INTRODUCTION AND BACKGROUND
1. INTRODUCTION AND BACKGROUND TO STUDY AREA
1.1 Study area and main role players
The study area covers the regions presently or in future possibly supplied from the Magalies Water bulk water supply systems originating at Klipdrift and Temba plants (Eastern Region) situated in the City of Tshwane who owns the latter plant. These plants are linked or connected to each other and adjacent to a number of other bulk water supply systems. With projected augmentations and extensions, this situation will become more complex with various local sources now or in future being linked with regional raw water sources. All local municipalities (LMs) and the metropolitan municipalities in the study area are water services authorities and thus responsible for providing access to safe water supplies and sanitation infrastructure. The district municipalities are to coordinate these services in their areas of jurisdiction but are situated across various supply schemes some of which cross provincial and LM boundaries.
The two water boards in the region (Magalies Water and Rand Water to the south) are thus the only regional water services providers that are able to operate and manage the bulk infrastructure while the Department of Water Affairs (DWA), as the custodian of the water resources has an over-arching role to play to ensure that all users in urban and rural areas have access to at least the basic level of water services. Presently, the existing water services in especially the rural areas are not always secure while the fast growing urban areas have to plan for projected future demands in their regions to sustain economic growth and development while addressing the availability of raw water resources via the responsible utilization of potable water supplies.
1.2 Purpose of the study
Based on the various role players and existing infrastructure, numerous studies have been conducted in the study area for different reasons and looking at specific aspects or level of details. The water resources have been studied in great detail by DWA and the latest Crocodile West Reconciliation Study phase available provides in-depth data on regional water demands and projected availabilities of surface water. The DWA consolidation of feasibility studies for the Bojanala District also provides a high level overview of all work done in the region (only in North West Province which covers most of the study area but not all, i.e. the municipalities of Thabazimbi, Bela-Bela, Modimolle and the City of Tshwane (CoT) area were excluded). The 1
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Bojanala study recommends that the existing studies, which are in most cases older than 3 or 5 years, be extended into a detailed regional study looking at all sources and projected future needs/water demands but also give sufficient attention to water conservation and water demand management (WC/WDM) programmes not yet in place. The DWA All Towns studies and the Magalies Water to Waterberg feasibility study are also available and, with other studies for Magalies Water and DWA, form the basis of this report. With the small exception of the local supplies to Modimolle, the whole area is situated in the Crocodile (West) catchment.
1.3 Existing water supply schemes and water resources
As stated, there are numerous bulk water supply (BWS) schemes and infrastructure components in place in the Magalies Water supply area. These range from rudimentary borehole plus tap, or tank and tap, to extensive bulk mains with large reservoirs, pumpstations and extensive treatment plants. Indicated below are the existing schemes in or near the study area:
• Regional supplies: Refer to Table 2.5 of this report.
o Magalies Water supplies: See next chapters for Klipdrift BWS.
o Rand Water (RW) supply: Rand Water provides potable water to an estimated over 12 million people across parts of the Free State, Mpumalanga, Gauteng and North West. In the study area, water is provided to the all the municipalities in Gauteng including the City of Tshwane. The latter has its own treatment plants, inter alia, at Roodeplaat, and Temba which also supply potable water to the neighbouring Moretele and Madibeng Local Municipalities.
o Moretele LM supply: This is a regional supply in that the water treatment plants supplying the southern parts of the area are situated in Tshwane and water is stored and pumped thereto by the City of Tshwane and partly by Magalies Water’s Klipdrift WTW via the latter. Tshwane inherited the scheme but does not operate or maintain the gravity pipelines situated in the Moretele area. They have requested Magalies Water to take over the supply to the area, or at least part thereof from the Klipdrift WTW (or possible future Klipvoor scheme). See Sections 6, 7 and 8 for more details.
• Local schemes: Ö Bojanala District Municipality area:
o Madibeng LM supplies: The LM has a water treatment works at Brits from where potable water is pumped to the town, township and rural villages situated to the north (up to Lethlabile and Jericho), the north east (Hebron, Kgalalatsane, Madidi), west (Sonop) and south west (past Bapong to Majakaneng). The municipality also has a plant at Schoemansville which supplies the area around the Hartbeespoort Dam. The water supply is augmented by RW who has extended the supply main from Pelindaba towards the Kosmos and Broederstroom area.
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o Rural groundwater supplies: The rural villages and towns not presently supplied from any of the above are mainly provided with groundwater from local or sub-regional boreholes, such as the Transactie Wellfield supply. These villages are mainly clustered in the northern part of the Moretele LM, and in Moses Kotane LM north, west and south west of the Pilanesberg, but also in Dr JS Moroka LM.
Ö Nkangala District Municipality:
o Western Highveld regional supply: The Weltevreden WTW on the Elands River and Bronkhorstspruit WTW on the river with the same name supply the rural villages and Bronkhorstspruit situated between the two rivers. The Weltevreden WTW also supplies rural villages north thereof in the Dr JS Moroka LM directly east of the Moretele Region. The area is also supplied by Rand Water via the rising main to Ekangala and from the Bronkhorstspruit WTW in the CoT area.
Dams: Most of the dams in the area were originally built for irrigation purposes but are presently at least partly used for municipal, residential and industrial uses. Some dams are, however, still mainly or exclusively utilized for their original purpose such as the Klipvoor Dam (on the Moretele River).
The feasibility study needs to identify how best to allow for the future water demands in the study area to be met from local and regional sources but augmented from regional supply schemes with full allowance for the effective use of water via WC/WDM programmes. The integration of these water sources and operational procedures to optimally utilize them, would allow this scarce commodity to be most effectively optimized for socio and economic developments of the region to take place. The cost of new infrastructure and operation thereof with existing components will have serious impacts on the affordability of potable water and all who uses this; industries, mines and municipalities.
1.4 Background to Magalies Water’s operations (Ref 1 & 2)
Existing infrastructure and operations of Magalies Water: Magalies Water owns and operates four water supply treatment and bulk distribution systems, three thereof in its Eastern Region; all situated at least partly within the City of Tshwane: • Klipdrift situated east of Temba/Babelegi obtaining raw water from the Pienaars River downstream of Roodeplaat Dam. The treatment works of 24 Mℓ/day is in the process of being upgraded and extended to 42 Mℓ/day. The plant supplies potable water to CoT, Pienaars River, Bela-Bela (Warmbaths) and Modimolle (Nylstroom), and via the CoT infrastructure, indirectly to the southern Moretele LM area. • Wallmannsthal situated in the north of CoT and its Zeekoegat WTP with which it is connected to supply potable water to the surrounding rural and peri-urban areas around the Roodeplaat Dam, and to the SA National Defence Force at Wallmannsthal. The bulk supply scheme is planned to be augmented soon.
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• Cullinan - water is obtained from the Wilge River and pumped to the treatment works in Cullinan and the nearby diamond mine. Potable water is supplied by Magalies Water to the town and mine, and Refilwe and Rayton.
The Western Region was the original base for Magalies Water and is still by far the largest of its operations. The bulk original supply to Thabazimbi and the mines in that region has since been extended with bulk pipelines to the mines and rural villages situated north and north west of the Pilanesberg, and south thereof to Mogwase and Sun City, all via the La Patrie Reservoirs. With increased demands at Sun City and the mines opened south west thereof, a separate main was developed from Evergreen situated between Vaalkop and La Patrie towards this region. Both the northern and southern infrastructure is in the process of being augmented to provide water to further mining and residential developments in the region.
1.5 Background to Klipdrift
The original function of the Klipdrift (then Temba) WTW was to supply potable water to the Hammanskraal/Temba residential areas bordering the then Bophuthatswana. With the supply to Bela-Bela and Modimolle as from the mid-1990s, the treatment plant has been operated constantly over its 18 Mℓ/day design capacity while still supplying neighbouring areas now forming part of CoT. The formation of Kekana Garden, now known as Steve Bikoville, directly north west of the works and further requirements in Temba and Limpopo has required that the works be upgraded with 18 Mℓ/day. The high pressure pumpstation and pipeline is operated very close to if not exceeding the design capacity at times.
Due to the limitations of both the high pressure system and the water resources available at Klipdrift, a supplementary supply to Limpopo is foreseen. This was planned to be the Klipvoor Dam supplementary scheme where water from that dam could be treated and pumped towards Pienaars River and further north in a parallel rising main. The latter section of the main could, if feasible, relieve some of the demands on the existing system from that point downstream. The concept of the Klipvoor system is, however, no more than that, a concept and not yet planned in great detail. The study of Klipvoor impacts on further development in future of the Klipdrift WTW not being required if it was to proceed.
The Temba WTW is no longer operated by MW on behalf of CoT who handles this function in- house. The supply to Moretele may, however, be required to become the full responsibility of Magalies Water if this agreement can be reached. These aspects together with the possible Klipvoor Dam augmentation scheme require that the feasibility study sets the scene for future planning to obtain clarity on developments of the MW system.
1.6 Temba Water Treatment Works (CoT)
The Temba (previously called Kudube) Waterworks situated within the municipal boundaries of CoT was previously operated by Magalies Water but was owned by DWA before transfer to the municipality. Raw water is abstracted from the Leeuwkraal Dam in the Apies River north of
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Hammanskraal and pumped to the waterworks. The capacity of the plant was upgraded in 1998 to 30 Mℓ/day with allowance for a further 30 Mℓ/day at the site. Ownership of the plant was transferred to CoT who has since extended the treatment capacity with 60 Mℓ/day to 90 Mℓ/day. Due to further water demands in the region, CoT is involved with further increases in the capacity of the plant to 120 Mℓ/day for which a license has been received. This is based on also supplying the Moretele region.
1.7 Classification of municipalities in region and social component
• Classification: All municipalities have been classified as metropolitans, local or district municipalities with different powers and functions given to all based on their strengths and weaknesses, sizes and populations. The cities, towns and villages making up the municipalities in the study region (or nearby thereto) have been classified as follows:
Table 1.7: Classification of municipalities Category Description In (or near) study area A Largest cities being metropolitan municipalities (MM) City of Tshwane (Gauteng) B1 Secondary cities or local municipalities with a city in their midst and Rustenburg and Madibeng with the largest budgets after the MM (North West) LMs B2 Large towns or local municipalities with a large town as the core urban None in area settlement B3 Small towns or LMs with relatively small populations, a significant Bela-Bela (Limpopo) LM proportion of which is urban but no large town as a core urban Modimolle (Limpopo) LM settlement but typically one or more small towns, and rural areas Mookgophong (Limpopo) LM characterized as farms B4 Mostly rural, or LMs which are mainly rural with at most 1 or 2 small Moretele (North West) LM towns and rural areas characterized by communal land tenure and Dr JS Moroka (Mpumalanga)LM villages or scatter dwellings
• Social component: The social component of a regional bulk infrastructure is the portion of the bulk infrastructure cost that provides for the domestic supply to users who live in poverty and associated social requirements or facilities such as schools and clinics. The social component and the economic component together represent the total bulk infrastructure cost. This component is different to Basic Water and was introduced through RBIG but has been accepted wider. It has been proposed to include the basic water (6 kℓ/month) of non- indigent consumers as part of the social component.
The component is determined by calculating the number of people in the area of supply who are indigent according to the WSA policy, i.e. usually people with income below R3 500/month and assuming a water requirement (80 ℓ/c/d). The ration of social water use as part of the total water use forms the social component contribution. For an infrastructure project targeting a specific area, the calculations could be based on the design water
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demand for all users that will be served by the infrastructure. This component makes up a high percentage of the total in the Moretele, Dr JS Moroka and other LMs.
Water use by non-indigent users
c
Social Water use by indigent consumers @ 80ℓ/c/d component d
I Basic water @ 25 ℓ/c/d • Total water use = c plus d = e • Social component is d / e = %
Figure 1.7: Social component of infrastructure cost
1.8 Application for raw water licenses
1.8.1 Increased allocation for Wallmannsthal, Klipdrift and new raw water allocation for Klipvoor Dam applied for
Discussions were held between DWA and MW during August 2006 and October 2006 regarding the above application. Reference was also made to the presentation and discussion of results from the Magalies Water Risk Assessment Study for the Wallmannsthal/Roodeplaat areas held on 23 September 2005, at which a number of representatives from DWA, the local municipality, the PSP and Magalies Water were present. The respective areas’ applications were lodged as one application to DWA.
Table 1.8: Summary table of licenses applied for (2007)
Catchment system Current (2007) Plant License applied for (2007) Dam / River license Wallmannsthal Roodeplaat Dam / 30 Mℓ/day (11 000 000 m3/annum) or maximum available 12 Mℓ/day Pienaars River Klipdrift Roodeplaat Dam / 16,2 Mℓ/day (5 900 000 m3/annum) 20 Mℓ/day (Apies) Pienaars River Future Klipvoor Klipvoor Dam / 41 Mℓ/day (15 000 000 m3 raw water/annum) 0 Moretele River
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1.8.2 Wallmannsthal Water Treatment Works
The original Wallmannsthal WTW was built in 1984. Only the first 6 Mℓ/day module of the works was built initially, while certain parts of the total infrastructure were built for higher capacity. Magalies Water became involved in the operations of this area during the late 1980s and purchased the plant from DWA during the early 1990s when it started to operate the plant as a regional supply scheme. Initial demand projections necessitated extensions and upgrading of the plant and infrastructure to 12 Mℓ/day during 1994 and 1995/96, while actual consumption was still low due to early phases of developments in the area. The plant could thus not be operated economically at that stage.
Rapid growth in water demand for the Roodeplaat area is expected and additional water must be made available to supply the demand. Additional sources to augment the supply to the Roodeplaat area need to be investigated and developed. To this effect, Magalies Water resumed discussions and negotiations with DWA for additional raw water from Roodeplaat Dam in order to increase the treatment capacity of the Wallmannsthal WTW as the most economical water to the area. Magalies Water’s demand projections for the area indicate a short to medium term potable water demand of between 26 and 27 Mℓ/day. This demand could grow to some 85 Mℓ/day according to the previous development plan for the Roodeplaat Development Area within the next 10 years. The spatial development framework for the area indicates an eventual water demand in excess of 320 Mℓ/day for the area over the next 30 years. Development patterns and potential will, however, dictate future demand for the area.
Magalies Water exercised strict water demand management throughout the supply area at least to assist consumers to stay within their contractual allocation, and to limit shortages during periods of peak demand. Based on the above background and motivation, Magalies Water applied for the maximum available amount of raw water from the Roodeplaat Dam as well as from the Apies and Pienaars River sub-catchments to address the potable water demands of the Roodeplaat Development Area (domestic and light industrial).
If part of this allocation is to be abstracted from the Apies River, Magalies Water will plan the necessary transfer infrastructure together with DWA. One of the options that could be considered is to move current allocation for the Klipdrift Water Purification Plant from the Pienaars River to Wallmannsthal and to allocate Klidrift’s current and future demand from the Apies River. The latter will result in a relatively small transfer scheme near Hammanskraal but other transfer schemes closer to Wallmannsthal can also be considered should the availability of raw water from the Apes River necessitates it. Another option is the availability of current irrigation rights from both the Pienaars- and Apies Rivers, and the viability of buying out some of these rights. Some of the current irrigation rights, although small, are not exploited any longer and these rights could be considered for domestic purposes.
It is foreseen that the Wallmannsthal and Roodeplaat Development Area’s demand will increase with an additional 30 Mℓ/day over and above the current available 22 Mℓ/day. Thereafter, demand is expected to grow rapidly with an additional 40 to 60 Mℓ/day.
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1.8.3 Klipdrift Water Treatment Works
Magalies Water's current raw water license for the Klipdrift area of supply permits a total withdrawal of 7 300 000 m3 per annum (20 Mℓ/day) from the Roodeplaat Dam - Pienaars River system for domestic and industrial use. Demands far exceed the plant design capacity. Since the upgraded Klipdrift WTW and the bulk water supply towards Modimolle and Bela-Bela were commissioned during November 1995, the plant has operated continuously above its design capacity of 18 Mℓ/day. Increased consumption resulted in peak operational demand loads in excess of 26 Mℓ/day at times. During these periods, the plant operated at nearly 148% of its design capacity to supply in the demand. With this overload, no additional bulk consumers or new developments can be supplied from Klipdrift.
The CoT Temba WTW is in the process of being upgraded from 60 to 120 Mℓ/day. The supply systems from these two plants are linked for the supply to the Babelegi Industrial Area, Hammanskraal and Hammanskraal-West areas, as well as the southern part of Moretele area around the Carousel Entertainment Centre and Carousel itself. Any new development applications from the Bela-Bela and Modimolle regions, as well as potential bulk consumers along the Klipdrift main pipeline are thus turned down.
Magalies Water has contractual agreements with a number of bulk consumers in the Klipdrift area of supply and direct bulk supply agreements with individual small consumers. Due to the limitations on infrastructure capacity, water demand management is exercised throughout the supply area to assist consumers to stay within the contractual allocation. During periods of peak demand, occasional shortages are however encountered.
The need to increase the capacity of the Klipdrift WTW necessitated negotiations with DWA for an increased raw water license and the possibility to transfer raw water from the Apies River system to the Pienaars River, to be abstracted at Klipdrift as one possible scenario. The plant capacity will be increased to 42 Mℓ/day within the next two years in order to supply in the additional demand and to be able to operate the plant safely within its design capacity.
Increased housing developments in Steve Bikoville, CoT, housing developments and extensions in Modimolle and Bela-Bela LMs respective areas of jurisdiction, necessitates Magalies Water to apply for an increased raw water license for Klipdrift WTW by means of a possible intra-basin transfer scheme within the Apies-Pienaars River system (currently only from the Roodeplaat Dam - Pienaars River) in order to support demand and development needs on the northern supply system. Magalies Water therefore applied for an additional allocation of 16 200 Kℓ/day (5 900 000 m3) raw water per annum from the Apies-Pienaars River system for domestic and industrial use.
1.8.4 Klipvoor Dam
Magalies Water has no raw water allocation from the Klipvoor Dam. As discussed with DWA during the meetings in August and October 2006, Magalies Water is under severe pressure to increase potable water supply to Bela-Bela and Modimolle for domestic and industrial use.
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Furthermore, Mookgophong has requested several times to augment their daily water supply from Klipdrift-Nylstroom system, as the potential and firm yield of their groundwater source to supply in current needs is limited. Mookgophong's aquifer is being over-exploited at very high risk to meet their daily requirement. Magalies Water has also, in discussions with the municipality, identified similar needs at Mokopane (Potgietersrus).
The rural area around and to the east of Klipvoor Dam (in the Moretele and Madibeng LM areas) is fully reliant on unreliable low yield groundwater resources for their domestic needs. The need to augment potable water supply to this area is increasing due to growth in the area and fitness for use (water quality) of the available groundwater. Further to the above, Magalies Water had been approached in the past by a mining company north of Mokopane for the supply of industrial water to accommodate its platinum mining activities. Their confirmed estimated water requirement was in the order of 14 Mℓ/day. There are indications of interest in such a scheme from other mining groups as well.
To increase the economic viability of this scheme, it is the intention to augment the needs of Bela-Bela, Modimolle, and Mookgophong and to include Mokopane and to assist in the upgrading and or extensions of the municipal local water works to address the potable water requirements. This could result in the most economic scheme for all bulk and potential retail consumers. It is foreseen that a new water treatment facility and a high lift pump station be built near Klipvoor Dam, and that the potable demand of the rural communities in the Moretele area be treated up to potable standards at this facility. The expected total demand from this scheme is 41 Mℓ/day or 15 000 000 m3 raw water per annum, possibly to be supplied from Klipvoor Dam.
2. WATER RESOURCES IN THE MAGALIES WATER REGION
2.1 Background summary of regional water resources and water supply systems
The study area is within the Crocodile (West) and Marico Water Management Area (WMA). The rivers crossing the study area, the Apies and Pienaars Rivers, both flow from the watershed with the Vaal River WMA northwards, mainly parallel until they confluence as the Moretele River in the north eastern part of the North West Province, east of Klipvoor Dam. The Bon Accord and Leeuwkraal Dams on the Apies River and the Roodeplaat Dam on the Pienaars River are main storage dams in the region. The Klipvoor Dam on the Moretele River is situated on the western border of the Moretele LM area but not utilised in the area. All these dams were constructed for irrigation purposes downstream of the dam wall but with the exception of Klipvoor, are now mainly utilised for industrial and municipal water supply.
The water resources in the WMA cannot meet the local requirements and are fully utilised. The return flows from Johannesburg balance the water needs in the central part of the WMA via the Crocodile River and Hartbeespoort and Roodekoppies Dams situated south and north of Brits respectively. The study area water balance is supported via return flows from the CoT municipal region, especially the Rooiwal, Daspoort, Zeekoegat, Baviaanspoort and other smaller wastewater treatment works (WWTW). These return flows, originating in the Vaal River
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and transfer thereto from the Usutu, Tugela and Senque/Orange Rivers, allow excess water to be transferred out of the region directly by Magalies Water to the village of Pienaars River and the towns of Thabazimbi, Bela-Bela and Modimolle in the Limpopo Province, and indirectly via river flows.
While the return flows lead to a positive water balance in the study area, the quality thereof is a problem. Even though the wastewater treatment works (mostly) comply with strict standards laid down in legislation, the low natural runoff relative to the total flow of the streams, especially in the dry winter months, has a negative impact. Salinity, eutrophication and bacteriological contamination are some of the impacts on the streams and dams in the WMA. A brief summary of the historic supply systems is reflected in the Inception Report as applicable at the time the MW Regional Strategic Plan and Study Report was drafted in 1999. The next paragraphs are taken from the same report.
2.2 Crocodile River resources and quality issues in Magalies Water region (Ref 7)
The Crocodile River drains the north eastern portion of the North West Province and the northern part of Gauteng. The largest part of the Limpopo Province is drained by the Limpopo River of which the Crocodile River is the main tributary. The total mean annual run-off (MAR) in the Crocodile River at its point of exit from the North West Province near Koedoeskop was estimated as 482 million m3 from a catchment area of about 21 350 km2.
A significant part of the total natural mean annual runoff (MAR) of some 480 million m3 in the Crocodile River system is regulated and abstracted upstream of the North West Province such as at Rietvlei in CoT, Olifantsnek, Buffelspoort and Warmbaths Dams. There are also many other smaller dams up to 0,5 million m3 capacity in the Crocodile and Pienaars River catchments. The following major storage dams on the Crocodile River are located within the Magalies Water supply area:
Table 2.2: Major storage dams on the Crocodile River
Capacity Capacity Dam River Dam River (million m3) (million m3) Hartbeespoort Crocodile 194,6 Warmbaths (2) Buffelspruit 8,5 Olifantsnek Hex 14,2 Buffelspoort Sterkstroom 10,3 Roodekopjes/Rooikoppies Crocodile 102,6 Lindleyspoort Elands 14,4 Vaalkop Elands 55,9 Koster Koster 12,2 Klipvoor Moretele/Pienaars 43,8 Leeuwkraal (weir) Apies - Bospoort Hex 18,9 Bierspruit Bierspruit 3,5 Roodeplaat Pienaars 43,7 Bon Accord Apies 4,3 Marico Bosveld Groot Marico 27,7 Kromellenboog Klein Marico 9,4
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2.3 Return flows (Ref 7)
Both the Crocodile River (Hartbeespoort and Roodekopjes Dams) and the Moretele River (Bon Accord and Leeuwkraal Dams on the Apies River, Roodeplaat Dam on the Pienaars River and the Klipvoor Dam on the Moretele River after the confluence of the Apies and Pienaars Rivers) depend to a large extent on return flows from northern Johannesburg and CoT.
2.4 Water quality a) General: The water quality in all the abovementioned dams in the Crocodile River Catchment, except for the two small dams of Bela-Bela, has deteriorated as a result of increased upstream urban development. Eutrophication due to increased nitrate and phosphate loadings of the return flows from the waste waterworks has stimulated the growth of algae and other flora (Hyacinths) which not only negatively affects the aesthetic and recreation potential but also makes the water more difficult to treat. Mining activities can also have a negative impact on water quality. Although the Magalies Water area of supply covers part of the minerally rich Bushveld Complex, most of the mining activities tend to be on the fringes of the area thus affecting the downstream regions more than Magalies Water's area itself. The exception is the Rustenburg/Bafokeng area where mining negatively affects water quality of the Hex River.
The policy of DWA with regard to water quality is to achieve sustainable fitness for use of our water resources. Water quality spans a very broad spectrum of variables. These include inorganic chemical constituents, organic compounds, radionuclides, bacteriological, viral and other contaminants. The extent to which these contaminants present problems depends on a combination of the concentrations in the water resource, the type of water use and the tolerance of users to each water quality variable. Elevated concentrations of water quality variables can arise from both natural causes and human activity. The degree to which fitness for use is impaired in each sub-catchment or river reach depends on the mix of natural and anthropogenic pollution sources and the types of downstream water use.
Broad generalisations on water quality run the risk of being superficial and even misleading. This is especially true of the large region covered by Magalies Water which cuts across a number of river systems with a wide diversity of natural land types, hydrological zones, water use and human development. The unique characteristics of each sub-catchment also presuppose the need to carry out careful investigations of water use and local water quality before the issues relevant to each area can be identified. The broad overview of water quality given in the following sections must be read in this light and not be taken as a definitive statement on the water quality status of the region. b) Water quality requirements: The suitability of water quality for a particular surface or groundwater body depends on the requirements of the users. In this regard, DWA has defined five broad categories of water use, namely domestic, industrial, agricultural, recreational and aquatic ecosystems. The last four are further divided into numerous specific types of use. For each category and type, guideline requirements have been established for the most critical water quality variables. These guidelines are contained in five volumes comprising the SA Water Quality Guidelines (DWA, 1996). The table below gives an outline summary of the ideal
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requirements for the most common problematic water quality variables, assuming that the water body is subject to all five categories of water use. The ideal targets given in the table are based on the most sensitive of the five categories of water use.
Table 2.4a: Summary of selected ideal water quality requirements
Variable Units Ideal targets Affected water uses* Electrical mS/m <70 domestic, irrigation, industrial, livestock conductivity Magnesium mg/ℓ <70 domestic, livestock Sodium mg/ℓ <70 irrigation, domestic Chloride mg/ℓ <105** irrigation, domestic, aquatic ecosystems, livestock Sulphate mg/ℓ <299 domestic, livestock, aquatic ecosystems
Fluoride mg/ℓ <1,0 domestic, irrigation, livestock
Free ammonia (as μg/ℓ <7 environment, domestic N) Total nitrate (as N) mgℓ <6 Domestic Inorganic μg/ℓ <25*** aquatic ecosystems phosphorus Sodium absorption - <1,5+ Irrigation ratio Hardness (as <15- domestic CaCo3) Boron mg/ℓ <0,2 irrigation, domestic, livestock, aquatic ecosystems Faecal coliforms N/100 mℓ 0++ domestic, recreation
Notes: * The most sensitive use is shown in italics. Industrial requirements have not been included since these are highly dependent on the nature of the industrial use. As a general principle, it can be argued that industries requiring water of a higher quality than the targets for domestic use will need to make special arrangements for further treatment or to develop an alternative water resource. ** Some crops grown in the area, such as tobacco require even lower chloride levels. *** The faecal coliform limit is probably not practical even for natural streams. The next most sensitive limn for full contact recreation is lower than 150 counts per 100 mℓ + Simplified limit above which eutrophic conditions can begin to occur. The SA Water Quality Guidelines are more complex, requiring a site specific approach. ++ Applicable only to the most sensitive soils.
Values exceeding the guideline concentrations do not necessarily render the water unfit for use. This is because the severity of the impact on users generally increases gradually as the target guidelines are exceeded. The guideline values should be viewed as ideal targets, rather than absolute limits. The Rooikoppies, Bospoort, Hartbeespoort Dams in the study area (and Bon Accord, Klipvoor and Roodeplaat Dams outside) are strongly impacted by urbanisation upstream and the consequent discharge of treated effluent and pollutants to water courses, resulting in eutrophication and enhanced salinity. High chloride concentrations in Hartbeespoort Dam have already had an adverse impact on tobacco farming in the Brits area. 12
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Groundwater resources in the vicinity of villages can be contaminated by biological material from latrines and cattle faeces. Surface streams are also at risk. Elevated nitrate concentrations from these (and natural) causes can also result in the quality of drinking water supplies deteriorating. Infants are particularly vulnerable to high nitrate concentrations which can occur in contaminated groundwater. Groundwater resources in secondary and tertiary aquifers in the more arid portions of the region (north western) tend to exhibit high salinity levels. c ) Cascading of user sectors: Conjunctive use of water in the downstream parts of the river systems such as the Crocodile River results in increasing concentrations of salts as water proceeds downstream, thereby rendering the water progressively of a lower quality. Where possible, development should be planned in such a way that the most sensitive water users have first call on the best quality water, with more tolerable water users utilising the water thereafter. Industries and mines should also be encouraged to cascade water use internally. This has the advantage of reducing both water consumption and the volume of final effluent that has to be treated or otherwise disposed. d) Problems and cost implications: Salination affects crops, soils, industrial processes and can pose a health risk to people and animals that have long-term exposure to such water. The affect on vegetation under irrigation depends on the type of crop and the drainage ability of the soil. Most fruits and vegetables have a low total dissolved solids (TDS) threshold (650 mg/ℓ) while ground nuts, wheat and cotton can accept higher TDS values of 1250, 2400 and 3000 mg/ℓ respectively. Other factors that affect acceptable water quality include plant growth phases, climate, irrigation methods and especially the chemical composition of the water. Although some plants may have the potential to become more tolerant to salts, modem industrial processes seem to require water of a higher quality. For example, where beverages and chemical and petroleum industries might accept values of up to 1200 mg/ℓ, textiles and paper manufacturing processes require TDS values below 500 mg/ℓ.
The recommended electrical conductivity of water for potable use of 70 mS/m corresponds to TDS concentrations of 350 mg/ℓ to 550 mg/ℓ while the maximum of 300 mS/m is about 2000 mg/ℓ The total TDS concentration is, however, not as important as the specific composition of the solids. Sodium, chloride and magnesium in high concentrations are particularly detrimental as are heavy metals such as cadmium and lead.
Eutrophication with the resulting excessive growth of algae and water plants, has the following results: higher water treatment costs due to blockages of filters and grids, increased chemical dosing and the application of more sophisticated treatment processes to remove odors and tastes due to algae; increased operational and control expertise required; toxins produced by certain algae can lead to loss of fish and stock and could lead to the formation of carcinomas under certain conditions: formation of anaerobic conditions in the lower levels of storage impoundments can upset the biological and chemical composition; algae can reduce the carrying capacity of channels and reduce the aesthetic value of water bodies which also affects the property value on nearby development.
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Salination and eutrophication of water resources hold very serious cost implications. In most instances, the removal of salt from primary water resources by desalination techniques is prohibitively expensive. This means that the users have to bear the associated cost, i.e. desalination of boiler and process water, increased soap consumption, corrosion and scaling costs, etc. In the case of irrigation, salinity and high sodicity reduce crop yields and can also damage soil structure with ensuing high cost of remedial measures. Eutrophication requires expensive remedial measures to restore affected water bodies as well as substantially increasing water purification costs. Cognisance should also be taken of the cost of treating effluent to required standards.
A sound balance should be sought between the cost of treatment and the economic benefit derived by downstream users, within the precautionary constraint of maintaining pollution levels within safe tolerable limits. The best means of implementing "the polluter pays" principle should be sought. Carefully chosen waste load tariffs for both point and diffuse pollution sources could hold dual advantages. The tariffs would provide suitable incentives for polluters to implement better in-house water management as well as providing a valuable source of revenue, which the authorities can use to audit and manage water quality. e) Groundwater quality: The total dissolved solids content of groundwater in the Magalies Water area of supply shows an increasing trend from the east to the west with values exceeding 5 000 mg/ℓ in some places. Areas with TDS exceeding 1 500 mg/ℓ occur in the north western part. This high salinity (TDS) is likely to be of a fossil nature and occurs under poorly flushed conditions but could also be due to evaporate dissolution. To the east of longitude 25°E, the TDS in groundwater is generally less than 400 mg/ℓ. However, localised areas with TDS up to 1 500 mg/ℓ occur sporadically mainly due to pollution from either chemical fertilisers or human sources.
There are also localised areas of high fluoride content in groundwater, especially in the far north-eastern part of the supply region at Moretele which appears to be associated with certain geological formations. The nitrate distribution in the entire area shows localised and sporadic areas of enhanced values. These are mainly a result of pollution from fertilisers, animal waste and inadequate sanitation within villages and towns. f ) Threats to water quality: In some areas even natural conditions can render water unfit for use. For example, in the more and western and northern areas of the region, evaporative concentration can elevate the concentration of salts in natural pans, streams and groundwater to high levels. Although dolomitic groundwater is generally acceptable for most water uses, the hardness associated with the presence of magnesium and calcium carbonate salts can cause problems for certain water uses such as steam generation. Local mining activities could also result in high metal concentrations that pose water purification problems for the responsible authority if extraction points are downstream of the source of pollution. Radionuclides are another potential hazard at localities in close proximity to mines. The operation of waterworks in this area is also strongly affected by eutrophication arising from both the upstream and local discharge of nutrient enriched treated sewage effluent.
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g) Quality classification of dams: In order to indicate the quality status of the raw water in the area of supply and its effect on the existing waterworks, the supply dams have been classified according to a number of indicators. The indicators decided on were algae concentration, heavy metals (iron and manganese), average turbidity, salinity (TDS) and chlorophyll. Three concentration categories A (High concentration), B (medium) and C (low) are used to describe each parameter for the present condition and projected future condition. These descriptions are not precise or scientifically determined but are indicative and are given to illustrate the quality. The classification is set out in the table below.
Table 2.4b: Quality classification of dams
Existing condition Projected condition Overall Dam/River 1 2 3 4 5 1 2 3 4 5 condition Roodeplaat/Pienaars A A C B B A+ A C A B X Bon Accord/Leeuwkraal/Apies A+ B C A B A+ B C A A X Warmbaths/Buffelspruit C C C C C C C C C C Z Donkerpoort/Nyl C C C C C C C C C C Z Welgevonden/Sterk C C C C C C C C C C Z Klipvoor/Moretele A+ B C B B A+ B C A B Y
Parameter: 1. Algae Concentrations (relative): C Low concentrations 2. Heavy metals (Fe, Mn) B Medium concentrations 3. Turbidity (average) A High concentrations 4. Salinity (TDS) A+ Very high concentrations 5. Chlorophyll Overall condition related to water quality: Z Good and likely to remain so Y Medium and likely to worsen X Bad and not improving
2.5 Specific water quality issues in the area of supply a) Eutrophication: Eutrophication is a growing problem in all dams situated within the Magalies Water area of jurisdiction. Hartbeespoort and Bon Accord Dams were the first dams in the region with the problem of excessive algae and water plants but this has spread to all dams in the area. A number of waterworks in the area have facilities for the removal of odours and tastes or these processes might have to be provided in future. The use of flotation clarifiers rather than sedimentation clarifiers which are more applicable to heavier loads in the raw-water, is generally used at all plants in the area. b) Total dissolved solids: The concentration of average TDS in the Vaal Dam had been increasing steadily over the last few decades of the previous century. TDS in the Vaal Barrage increased more sharply as more than half of all flow was returned into the supply area of Rand Water thus forming an increasing proportion of the treated water. This water is transferred to users across the water shed and after use and treatment released into the catchment of the
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Crocodile River. The effect has been that increasing volumes of water with a higher concentration of TDS were introduced into the Magalies Water supply area.
c ) Run-off from informal settlements: Informal settlements which have developed over the last decades near all urban and industrial centra very seldom have adequate solid waste removal or sanitation services. Due to their rapid growth and increased per capita water consumption, more and more water is used in these areas with waste discarded on surface. After storms, much of the solid materials are transported to water courses. The combined effect of solid and liquid waste was most prominent in the Bospoort Dam catchment area. The informal settlements around Rustenburg, discharges from waste waterworks and leaching from the mine dams in the area have caused the water to deteriorate to such an extent that the waterworks could no longer treat the raw water to an acceptable quality. During early 1999, toxic blue-green algae developed in the Bospoort Dam making the water even more difficult to handle. d) Fluoridation: Fluoridation of domestic water supplies has been found to be a highly effective means of reducing dental decay in communities whose raw water supply exhibits less than optimal fluoride levels. This form of water treatment is thought to be particularly beneficial for poorer communities who do not always enjoy access to dental care. The possible concentration of fluoride in groundwater resources also needs to be considered. Elevated fluoride concentrations can be deleterious to the health of domestic users and can also be toxic to ungated plants and aquatic life. Since the margin between beneficial and deleterious concentrations is particularly narrow in the case of fluoride, it is essential to ensure that upstream fluoridation does not adversely affect downstream users. e) Reconciliation between water supply and demand: The water balance in the sub- catchments varies considerably across the area. Overall, in the Crocodile River catchment, which constitutes the bulk of the Magalies Water supply area, adequate resources are available from local and imported sources to meet expected growth in primary and industrial needs and to provide for existing irrigation at a reasonable security of supply. Cost implications and national water management strategies may require reallocation between user groups in future. In the western parts drained by the Groot Marico River, surface water supplies are limited and unreliable. Primary water users will probably be increasingly reliant on groundwater sources. Some surface water is, however, still available for this user group, perhaps at the cost of existing irrigation use. f) Existing major regional water schemes: The existing major regional bulk water supply schemes are mostly concentrated in the more densely populated regions covering parts of the Moretele, Bafokeng and Mankwe districts and neighbouring Rand Water areas in Rustenburg, Odi and the CoT systems. The source of water is mostly from the Pienaars River (Roodeplaat Dam), Apies River (Leeuwkraal and Bon Accord Dams), Crocodile River (Hartbeespoort and Roodekopjes Dams. The major agricultural/irrigation schemes in the region are concentrated 16
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around the Crocodile River. A number of smaller schemes are supplied from minor dams situated mostly in the south eastern pans of the area. Most of the rural villages in the Magalies Water supply area are fed from local boreholes situated near or within the boundaries of the villages. A large number of towns in the area are at least partly supplied from boreholes situated in the Ventersdorp lavas or Malmani dolomites.
Table 2.5: Major bulk water supply schemes
Water board/ District System Component Source(s) User sector LM area Tshwane Rosslyn/Soshanguve Ga-Rankuwa/Mabopane/ Vaal River and Rand/CoT Rural Winterveldt Vaal Dam Moretele Moretele/Temba Moretele East Bank Apies River and Magalies and Rural/urban Moretele West Bank Leeuwkraal Dam CoT Gauteng & Klipdrift Babelegi and Modimolle Pienaars River Magalies/CoT & Rural Limpopo mains Bela-Bela
2.6 State of rivers in region (Ref 10)
According to the study covering the period 1994 to 2004 on the river health of selected South African rivers, the river system upstream of Hartbeespoort and Rooikoppies Dams is in a poor condition. Indicators of river ecosystem health are physical, chemical and biological characteristics that can provide quantitative as well as qualitative information on a river. The River Health Programme focuses mainly on biological characteristics as indicators of river health. The selected river health indices represent the larger ecosystem aspects that are feasible to measure by using standardised and proven scientific techniques. Data on each indicator group are collected, assessed and expressed in an easily understandable format. An explanation of each of the river health indices is given below.
Habitat: Worldwide, the loss of habitat has been an important contributor to the decline and extinction of species, particularly during the rapid human population expansion of the past century. River habitat consists of an in-stream and a riparian vegetation component, both of which are vulnerable. Examples of river habitat types are pools, rapids, sandbanks, stones on the riverbed and vegetation fringing the water's edges. Knowledge of the availability and quality of habitats is central to an overall assessment of ecosystem health, since these are major determinants of whether a giver system can sustain a specific suite of biota or not. The index of habitat integrity assesses the impact of human disturbance factors on the riparian and in-stream habitats. Human disturbances include water abstraction, flow regulation, bee and channel modification, removal of indigenous riparian vegetation and encroachment of exotic vegetation.
Fish: These are good indicators of long-term influences on the general habitat conditions within a river reach, since they are relatively long-lived and mobile. The numbers of species of fish that occur in a specific reach, as well as factors such as different size classes and the health of fish can be used as indicators of river health. The Fish Assemblage Scoring System (FAII) assesses 17
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fish assemblages and their range of sensitivity to environmental conditions in homogenous fish habitat segments within the reach of a river. The result of the FAII is expressed as a ratio of observed condition versus theoretical near-natural conditions.
A variety of macro-invertebrate organisms (i.e. snails, crabs, worms, insect larvae, mussels, beetles) require specific habitat types and water quality conditions for at least part of their life cycles. A change in the structure of aquatic invertebrate communities is a sign of changes in overall river conditions. As most invertebrate species are fairly short-lived and remain in one area during their aquatic life phase, they are particularly good indicators of localised conditions in a river over the short term. The South African Scoring System (SASS) is the biological index used to assess aquatic invertebrate fauna. This index is based on the presence of families of aquatic invertebrates and their perceived sensitivity to water quality changes.
The riparian zone: This is the area next to a river, forming part of the river ecosystem and including the river banks. Healthy riparian zones help to maintain the form of the river channel and serve as filters for sediment, nutrients and light. Plant material from the riparian zone is also an important source of food for aquatic fauna. Changes in the structure and function of riparian vegetation commonly result from changes in the flow system of a river, exploitation for firewood, or use of the river bank for grazing or ploughing. The Riparian Vegetation Index is a measure of the degree of modification of the riparian zone from its natural state. River health categories: Once river health indices are measured, they need to be interpreted in such a way as to allow the health of monitoring sites to be compared, and also for comparison between river systems. For standardisation purposes, a river health categorization is used where each of the river health categories (below) is associated with a level of ecosystem health. The present health (Natural, Good, Fair or Poor) is a measure of the present ecological state of a certain river reach at the time of the survey. Some rivers, for example canalised rivers, are changed to such an extent that they cannot be compared to ecologically functional rivers and are considered to be "artificial" rivers.
River health Ecological perspective Management perspective category No or negligible modifications of in-stream Protected rivers; relatively and riparian habitats and biota. untouched by human activities; no Natural (N) discharges or impoundments allowed. Ecosystems essentially in good state; Some human-related disturbance Good (G) biodiversity largely intact. but mostly of low impact potential. A few sensitive species may be lost; lower Multiple disturbances associated diversity and abundances of biological with need for socio-economic Fair (F) populations are likely to occur, or sometimes, development, i.e. impoundment, higher abundances of tolerant or opportunistic habitat modification and water species occur. quality degradation. Habitat diversity and availability have Often characterized by high human Poor (P) declined; mostly only tolerant species densities or extensive resource 18
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River health Ecological perspective Management perspective category present; species present are often diseased; exploitation. Management population dynamics have been disrupted (i.e. intervention is needed to improve biota can no longer reproduce or alien river health, i.e. to restore flow species have invaded the ecosystem). patterns, river habitats or water quality. Transformed to such an extent that their Modified beyond rehabilitation to habitat types, biological communities and anything approaching a natural Artificial ecosystem processes bear no or little condition. Example: canalized resemblance to those that would occur under rivers in urban environments. natural conditions.
The study was conducted on thirteen river systems covering the various metropolitan and denser populated regions in the country including the Vaal, Crocodile (West) and Olifants Rivers. Based on the four indices shown above, the Southern Gauteng rivers, the Berg, Cape Town and Crocodile (West) Marico River systems were some of the worst in the country.
Table 2.6: Condition of river system upstream of Klipvoor Dam (Ref 6 & 8)
River health indices - Index related to River Habitat FALL Fish SASS Micro RVI Riparian IHI assemblage invertebrates vegetation Upper Pienaars - below Roodeplaat P P P P Middle Apies – in Temba P P P P Kutswane P F P P Plat River before Pienaars River P F F P Tooyspruit P F F P Moretele after Plat River confluence P F F P
Notes: IHI - Index of Habitat Integrity U/S - Upstream FAII - Fish Assemblage Integrity Index - fish species and size D/S - Downstream SASS - South African Scoring System – macro invertebrate organisms G - Good P - Poor RVI - Riparian Vegetation Index – river ecosystem F - Fair N - Not available
2.7 Water resources impact
2.7.1 Existing resources in water management area and region
The Crocodile (West) and Marico Water Management Area (WMA) is the second most populated WMA in the country and, due to urban and industrial complexes in Johannesburg and
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Tshwane and the platinum mining north-east of Rustenburg, has the largest proportionate contribution to the national economy. Development and utilization of surface water occurring naturally in the WMA has reached its full potential. Large dolomitic groundwater aquifers occur along the southern parts of the catchment. The aquifers are utilised extensively for urban and irrigation purposes.
Increasing quantities of effluent return flow from urban and industrial areas offer considerable potential for re-use. The population growth around the metropolitan complexes mentioned above, and mining developments are expected to continue strongly in this area. Little change is foreseen in population and economic development in the rural areas, with the exception around mining and urban centres. The natural and usable return flows and local yield were determined for the DWA National Water Resources Strategy as shown for the Apies/Pienaars sub-area (million m3/a) in year 2000. The 2012 Reconciliation Report for the Crocodile River is available to update the previous figures.
Table 2.7a: Natural and usable return flows and local yield for Apies/Pienaars sub-area (2002)
Natural resources Usable return flow Total local Surface Component Groundwater Irrigation Urban Mining & bulk yield water 38 36 4 106 2 186 Apies/Pienaars 203 146 44 283 42 718 Total WMA 18,7% 24,7% 9,0% 37,5% 4,8% 25,9% Component as % of total The year 2000 water requirements (million m3/a) were estimated as follows:
Table 2.7b: Year 2000 water requirements (million m3/a)
Mining & Power Total local Irrigation Urban (1) Rural (1) Afforestation bulk (2) generation requirements 41 211 7 6 15 0 280
Notes: (1) Includes reserve component for basic human needs at 25 ℓ/c/day (2) Water uses that are not part of urban system
The reconciliation of water requirements and availability are estimated as follows for the Apies/Pienaars sub-are (million m3/a):
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Table 2.7c: Reconciliation of water requirements and availability for Apies River/ Pienaars sub-area (million m3) 2000
Local Potential for Local yield Transfer in Transfer out Balance Year requirements development (1) (2) (2) (1) (3) (4) 2000 186 182 280 87 1 0 2025: Base 244 287 399 92 40 0 High 360 517 630 95 152 0
(1) May include transfers between sub-areas and between WMAs (2) Based on growth in water requirements as a result of population growth in requirements. (3) No significant potential for the further development for local resources.
The two scenarios shown for 2025 are for the base case and the high scenario case respectively. Both show that no local resource development is foreseen, but there is a positive balance due to increasing transfers in exceeding the transfer out and local requirements. The transfer out includes the supply from Klipdrift to Limpopo and is shown as 6 million m3/a, or 16,5 Mℓ/day for the year 2000. The natural mean annual run-off (MAR) and ecological reserve were estimated in the 2004 National Water Resources Strategy as 142 and 34 million m3/a respectively for the sub-area.
2.7.2 Developments affecting water resources
• Changing land use affecting water abstractions and new treatment capacities: The Roodeplaat, Bon Accord and Klipvoor Dams, similar to most other national older dams, were built for irrigation purposes. The canals from the Roodeplaat Dam were constructed to irrigate areas along the Pienaars River. With the SANDF owning most of the land between Wallmannsthal and Klipdrift and not requiring irrigation water, this source became available at the two plants currently being supplied from the same canal. A similar irrigation canal system also exists from the Bon Accord Dam with the east bank canal flowing close to the water shed with the Pienaars River.
• Utilizing local water resources: DWA has always supported the use of local water resources rather than importing water into a region. Very few of the municipalities served by Rand Water have, however, developed their own water supply sources from local streams or rivers. CoT is one of the exceptions in that it owns and operates WTW at, inter alia, Roodeplaat and Temba. While the latter has been in operation for some time, the Roodeplaat plant is new and both have been or are being extended in capacities.
This extension programme has had two major impacts; less water is imported from the Vaal River system via the RW bulk infrastructure, and more water is recirculated thus building up more solids (TDS) in the system. The water availability downstream of these sources will
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thus be lower than it would have been without this utilization of local resources while the quality thereof over time will be even lower than before. These aspects will impact on the MW works at Klipdrift and Wallmannsthal and need to be allowed for, especially as more extensions to Temba and Roodeplaat WTW are planned.
These impacts could be allowed for in the latest DWA water resource reconciliation strategy study for the Crocodile West system. First results became available at the end of July 2012 but only published in 2013. The critical question for the current and possible future extensions of Klipdrift is whether the additional raw water is available now (24 Mℓ/day) and later when the next augmentation will be considered. This will affect the WUL allowing the additional water to be abstracted.
• Existing wastewater works in the region: A large number of the CoT WWTW is upstream of the regional dams as shown below:
Upstream of Wastewater treatment works Roodeplaat Dam Baviaanspoort and Zeekoegat Leeukraal Dam Daspoort and Rooiwal Klipvoor Dam Babelegi, Klipgat, Rietgat, Sandspruit, Temba and Refilwe
CoT is constantly monitoring and reviewing the need to upgrade or extend their plants to compare their effluent with the legislative requirements. Funds permitting, the plants are refurbished and upgraded to comply and augmented to be able to treat the hydraulic and biological loadings projected to be received at the works. As the process from identification to commissioning may take 4 to 6 years, pro-active planning is an ongoing activity. The largest plant in the above table, Rooiwal has had minor refurbishments implemented in 2009/11 and is presently in the design phase of being extended from 120 Mℓ/day to 200 Mℓ/day to be commissioned by 2015/16. The works is presently treating flows in excess of its biological capacity and negatively affects the downstream Temba WTW and may keep on doing so for some more years until the new units are completed. The other larger works at Zeekoegat is also being augmented.
• Mining, industrial and irrigation activities in region and urban development: The Crocodile CMA has been heavily impacted by mining activities north of the Magaliesberg mountain range (Brits, Rustenburg, Thabazimbi), mostly platinum and gold. However, the Apies/Pienaars/Boekenhoutspruit/Moretele River system covering the study area has a relatively small mining footprint. The largest mining activity in this region is the diamond mine at Cullinan which is on the watershed of the Boekenhoutspruit and Elands River in the upper Olifants River.
As evident by the many larger dams built for irrigation in the upper Crocodile River, this was and still is a major land use in the region, especially downstream of the Hartbeespoort Dam.
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The irrigation below the Roodeplaat and Bon Accord Dams, has however, reduced due to the land use having changed from irrigation to urban and military land uses. The irrigation activities in the study area are thus no longer widely practiced.
The main industrial areas in the study area are situated within CoT at Babelegi, Waltloo, Pretoria West, Rosslyn, including two power stations of CoT at Rooiwal and Pretoria West. These areas are relatively stable with no major developments projected at any of them.
The economic growth in the region is well above the national average and is expected to continue. This has led to more people from rural areas and across the border to move to the region and settle in formal or informal areas around the regional growth centres. Two of these are in the eastern and northern parts of Pretoria/CoT in the Apies and Pienaars River catchments. By improving the work opportunities and living conditions in urban areas and growth points, more people migrate into these areas and have to be catered for. This circle continues and the urban sprawl moves out with new residential developments growing in many peri-urban areas some distance from the central business districts. This is also the case in the northern parts of CoT with far above national growth rates in areas such as Temba while the neighboring Moretele which is rural in nature, also shows some growth whereas many rural areas are stable or declining in population.
• Quality impacts on local water resources: Dewatering of underground mine shafts and run-offs from tailing dams are potential pollution sources as are surface wash-offs from agricultural areas. These land use activities are, however, practiced on a limited scale in the region and do not greatly impact on the water quality. Fertilizers, pesticides, herbicides or aquifer dewatering/decanting of old mining areas are thus not major impacting risks in this study area although they will be present on a small scale. Stormwater from urban and informal areas, uncontrolled dumping of waste close to or in water resources, leachate from waste disposal facilities and treated or untreated effluent from private package plants, septic tanks or unimproved pit latrines as well as municipal wastewater treatment works are the main contributors impacting on water qualities in the upper Apies, Pienaars and Boekenhoutspruit catchments. Surface or groundwater qualities are measured according to the following indicators:
o Chemical - inorganic: - TDS is used to indicate the salinity of the water and thus the suitability thereof for various uses (see Section 1.2 of this report). High levels are generally unacceptable and related to discharges from industries, mining or treatment works, which do not reduce TDS. - Sulphate/chloride ratio is used to indicate influence of mining on increased salinity for surface water.
o Eutrophication:
- Nitrate (NO3) is used to represent the nutrient status with high levels generally related to influent from agricultural and urban activities.
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- Phosphate (PO4) is also used to represent the nutrient status and high levels generally indicate urban activities such as the use of detergents.
o Microbiological: - Faecal coliform levels are used to indicate levels of microbiological contamination which poses possible risks to health and recreational activities. Ingestion of or contact with contaminated water high in faecal coliform results in dysentery, diarrhea, and skin infections.
Surveys conducted across Gauteng indicate that TDS levels are highest in the southern parts with values up to 1 600 mg/ℓ and about 400 mg/ℓ in the study area which are in the
upper levels of Ideal (6 to 450) and not the major problem. PO4-P concentrations were also tested high at 1,85 but are much higher in the central western parts of Gauteng. The same
is reflected on the SO4-Cℓ concentrations of about 1,0 where the southern parts go as high as 2,8 along the Klip River and Blesbokspruit. Poor levels of faecal coliform are present in the same streams but also Pienaars and Apies Rivers. Most of the dams in the province and downstream thereof are all unacceptable levels of eutrophication with Bon Accord and Roodeplaat Dams classified as hypertropic indicating serious potential and present algal productivity due to very high nutrient concentrations where plant growth is determined by physical factors. Water quality problems are seen as serious and can be continuous.
2.8 Water use license/water use allocation
In a letter to DWA in June 2007, MW submitted one application for all their WTW (including 16,2 Mℓ/day for Klipdrift WTW) for a license approval. In the application, it was stated that MW’s current raw water license for the Klipdrift area of supply permits a total withdrawal of 7 300 000 m3/annum (20 Mℓ/day) from the Roodeplaat Dam-Pienaars River system for domestic and industrial use. Current demand exceeds the plant’s design capacity by far. Since the upgraded Klipdrift WTW and the bulk water supply towards Modimolle and Bela-Bela were commissioned during November 1995, the plant has operated continuously above its design capacity of 18 Mℓ/day. Increased consumption resulted in peak operational demand loads in excess of 26 Mℓ/day up to mid 2005. During these periods, the plant operated at nearly 148% of its design capacity to supply in the demand. With this overload on the plant, the current status is that no additional bulk water users or new developments can be supplied from Klipdrift.
CoT’s nearby Temba plant is being upgraded to 120 Mℓ/day. The supply systems from these two plants are linked for CoT’s Babelegi industrial area, Hammanskraal and Hammanskraal- West areas, as well as part of Bojanala’s Moretele area around the Carousel Entertainment Centre and Carousel itself. As was expected, due to the high demand in the Temba-Moretele area, this brought minor relief to Klipdrift, and to date Klipdrift still operates above its design capacity. Any new development applications from the Bela-Bela and Modimolle regions, as well as potential bulk consumers along the Klipdrift-Nylstroom main pipeline, are currently turned down.
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Magalies Water has contractual agreements with some 7 bulk consumers in the Klipdrift area of supply, namely Modimolle, Bela-Bela, Pienaars River, SANDF, Steve Bikoville and other areas in CoT (Hammanskraal, Mandela Village, Ramotse, Marokolong areas), and HTO. Furthermore, MW has direct bulk supply agreements with some 47 individual small users, as per an agreement with the municipalities where these reside. Due to the limitations on current infrastructure capacity, water demand management is exercised throughout the supply area to assist consumers to stay within their contractual allocation. During periods of peak demand occasional shortages are, however, encountered.
The need to increase the capacity of the Klipdrift WTW necessitated MW to negotiate with DWA for an increased raw water license and the possibility to transfer raw water from the Apies River system to the Pienaars River, to be abstracted at Klipdrift as one possible scenario. The plant capacity should be increased to at least 36 Mℓ/day within the next two years in order to supply in the additional demand and to be able to operate the plant safely within its design capacity.
Increased housing developments in the township of Kekana Gardens (Steve Bikoville), housing developments and extensions in the (then) Nokeng Tsa Taemane, Modimolle and Bela-Bela respective areas of jurisdiction, necessitated MW to apply for an increased raw water license for the Klipdrift WTW by means of a possible intra-basin transfer scheme within the Apies-Pienaars River system (currently only from the Roodeplaat Dam-Pienaars River Scheme) in order to support demand and development needs on the northern supply system. Annexure 3 includes the latest licensing conditions that may be applicable to municipalities and water boards.
2.9 The development of annual operation rules for the Crocodile River System (ref 16)
2.9.1 Introduction
The actual reservoir levels for a number of dams in the catchment were plotted against the projected reservoir level box plots (Scenario 4b), agreed upon during the System Operating Forum (SOF) meeting of October 2012. Scenario 4b is detailed below:
• High population growth scenario with medium efficiency WC/WDM efficiency • Flood release rule for Roodekopjes implemented (Roodekopjes Dam dropped to 85% in summer months). • Integrated operating rule for the catchment, whereby some supporting releases are made from Hartbeespoort Dam to Roodekopjes Dam after 2014 if Roodekopjes Dam gets below a trigger level. The intention of this release is to keep the assurance of supply criteria of the users from Roodekopjes Dam at an acceptable level.
The decision period plotted was for October to May (i.e. September decision month). The purpose of plotting the actual reservoir levels against the projected reservoir levels for the chosen scenario (box plots) was to monitor how the reservoirs are responding to the prevailing climatic conditions and also act as an early warning system. The main operation aspects of the system were:
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• Water is released from Hartbeespoort Dam for transfer in the canal from Roodekopjes Dam to Vaalkop Dam, to augment the water resource at Vaalkop Dam when the level in the dam drops below 40% (see Roodekopjes-Vaalkop operating rule Figure 2.9a) • Roodekopjes and Klipvoor Dams are used in a dual draw-down manner for the Lower Crocodile West Irrigation Board (CWIB), (see Roodekopjes-Klipvoor equal drawdown operating rule figure 2.9c). • Roodekopjes Dam is operated below full supply level (FSL) in the summer months to provide some flood attenuation for the river below the dam to reduce potential flooding of the irrigators’ pumps. The level was kept at 85 % from November to February. Testing of the rule showed limited yield impact and the decision was to continue modelling this rule.
Figure 2.9a: Schematic layout of Crocodile (West) River Catchment
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Figure 2.9b: Roodekopjes-Vaalkop operating rule
Total capacity = 56 million m3 Vaalkop Dam Klipvoor Dam FSL 100 %
Only maintenance flow in canal Canal (0.05 m3/s)
40% Roodekopjes Water transferred Dam through canal Release (up to 3 m3/s)
DSL Hartbeespoort Dam
Figure 2.9c: Roodekopjes-Klipvoor Dam equal drawdown operating rule
3 3 Total capacity = 102.4 million m Irrigation Total capacity = 42.4 million m
r e if FSL u FSL 100 % q Irrigation 100 % A 1 (drawdown seq.) 2 90% 90% 3 4 Klipvoor 70% Irrigation 70% Dam Vaalkop 6 5 Irrigation Dam 40% 40% 7 8 20% 20% 9 Irrigation 10 10% 10% DSL DSL
Roodekopjes Dam
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2.9.2 Klipvoor Dam
Figure: 2.9.2: Dam storage Klipvoor Dam
DAM STORAGE KLIPVOOR DAM
Boxes 100% 99.5% 99% (% of live storage) & 0% & 0.5% & 1% 93% 50
Projection Actual 100 40
80
m3) 30
(%)
60 (million
20 Percentage Volume 40
10 20
0 0 2012 2013 2014 2015 2016 2017 2018 2019 2020
Boxplots derived from 1000 sequencesYears (Planning Year: October to May)
Comments: Klipvoor Dam filled rapidly in the early summer months and spilled. Subsequently; the dam had begun to draw down over the previous two months as water was released for downstream irrigation requirements. The dam was still at a relatively high volume.
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2.9.3 Roodeplaat Dam
Figure 2.9.3: Dam storage Roodeplaat Dam
DAM STORAGE ROODEPLAAT DAM
Boxes 100% 99.5% 99% (% of live storage) & 0% & 0.5% & 1% 83% 50 Actual Projection 100
40
80
m3) 30
(%)
60 (million
20 Percentage
Volume 40
10 20
0 0 2012 2013 2014 2015 2016 2017 2018 2019 2020
Boxplots derived from 1000 sequencesYears (Planning Year: October to May)
Comments: Roodeplaat Dam remained close to full during the previous six months.
2.10 Crocodile West river reconciliation strategy 2012 (Ref 15)
2.10.1 Background
The catchment area of the Crocodile West River is one of the most developed in the country. It is characterized by the sprawling urban and industrial areas of northern Gauteng, extensive irrigation downstream of Hartbeespoort Dam and large mining developments north of the Magaliesberg. As a result, the Crocodile River is one that has been most influenced by human activities and where more specific management strategies are of paramount importance. The natural water resources have already been fully developed and most of the tributaries as well as the river are highly regulated. Most of the water supplied to the metropolitan areas and some mining developments is transferred from the Vaal River. This results in large quantities of treated effluent for re-use downstream. Although the water quality is severely compromised by the proportionate large return flows, the effluent return flows constitute a large portion of the water availability in the catchment and are an important resource.
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2.10.2 Water balance
The water balance in the Crocodile West River system was assessed by undertaking risk analyses, including salinity modeling with projected water balances until the year 2040. It was found that the system has surplus water originating from growing treated wastewater generated. The water balance makes provision for the growing water needs of the mining sector (Rustenburg and north of the Magaliesberg and the Pilanesberg), the sprawling urban developments, Madibeng as well as the areas served by the expansion plans of Magalies Water. The water requirements of the agricultural sector were also taken into consideration with special attention to ensure the assurance of water supply to irrigators, such as the Crocodile West Irrigation Board and the Makoppa area.
The possible utilisation of the projected surplus water in the Crocodile West River system could be for transfer to the Lephalale area or for reuse schemes within the catchment that will reduce the transfer from the Vaal River system. Due to the priority placed by government on the Strategically Important Projects (SIPs) which includes the Lephalale mineral belt, the Strategy was drafted to prioritise the future water needs of the Lephalale area in support of the national development imperatives.
The resulting water balance for the Crocodile (West) River system, including the transfers to the Lephalale area, indicated that shortages could occur over the medium-term planning period. These shortages are relatively small in volume and only temporary as the return flows in the Crocodile (West) River continue to grow. The shortfalls will require further interventions in the form of infrastructure developments (further transfers from the Vaal River system) or water demand management measures.
2.10.3 General items and ongoing activities
Elements of the strategy are common to all scenarios and are of general application towards improved water resource management. These include: • The validation and verification of water use licenses, and confirmation of actual abstraction and use with particular focus on irrigation water. • Regular review and constant monitoring with enforcement of water use licenses. • The allocation and management of water resources to meet water quality objectives. • Management of the water resources in the Crocodile River catchment in order to minimise both the excess discharges to the Limpopo River as well as the overall transfers from the Vaal River system.
2.10.4 Specific reconciliation strategies
The revised 2012 Reconciliation Strategy for the Crocodile (West) River system entailed the following:
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• The Rand Water service area in the Crocodile (West) River catchment will continue to be supplied from the Vaal River system and additional re-use within the catchment will be considered only when surplus becomes available. • The areas north of the Magaliesberg will receive increased treated effluent from the metropolitan areas as a future source of water. • In the Waterberg area (north of the Crocodile (West) River catchment) the optimal utilisation of local resources will continue and surplus water will be transferred to the Lephalale area. • Interventions to supply the projected future temporary shortfall will be evaluated by demand side management and/or transferring treated wastewater from the Vaal River system to the Crocodile West River system. Available groundwater resources should be utilised in all areas and opportunities for conjunctive utilisation be explored. • Mining sector should provide annual updates of historic water use and future water requirement projections. • Continuous coordination of planning between bulk water service providers. • Annual monitoring of actual water requirements and return flows and review of the water balance - consider revising long-term projections. • Undertake annual operating analyses and engage water users. • Complete validation and verification of existing lawful use and review the water balance.
2.10.5 Water conservation and demand management
Most return flows originate from urban areas where, for the Crocodile River catchment, more than 50% of the urban water requirements are discharged as effluent and returned to the rivers for possible re-use. Savings on consumptive use would reduce the requirements for water, without impacting on the volume of return flows. It would, however, change the proportion of water requirements that ends up as return flows. Such savings would include the reduction of leakage (throughout the whole water distribution system), more efficient garden irrigation, etc. Savings with respect to non-consumptive uses of water would influence both the requirements for water and the resultant return flows. Examples of non-consumptive use include most in- house uses of water, office buildings as well as certain components of industrial processes. Water conservation and water demand management (WC/WDM) in the Crocodile River catchment can reduce the water transfers from the Vaal River system and, depending on the measures implemented, may also reduce the volume of return flows available for re-use.
2.10.6 Development scenarios
• Base scenario: It was anticipated that the current development trends will continue for the foreseeable future. Strong growth in the urban/industrial sectors was expected to continue in the metropolitan areas. New mining developments will mainly be in the middle and lower parts of the catchment, whilst a strong need exists for water in the lower parts of the Crocodile River for transfer to new proposed developments in the Lephalale area located in the Mokolo River catchment.
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Figure 2.10: Locality map: Crocodile (West) River catchment and proposed transfer to the Lephalale area
• Alternative Scenarios: o Magalies Water demand scenario: During discussions it became apparent that alternative growth to the Base Scenario was expected in the area around Roodeplaat Dam now part of the City of Tshwane. The alternative scenario with much higher growth was based on the previous Nokeng Tsa Tsaemane LM water services development plan. o Tshwane re-use scenario: CoT has planned their 2011 Water Augmentation Program with significant in-direct re-use of return flows, coupled with a reduction in the water requirements from the Vaal River system planned from 2017 onwards. This would impact the water balance, and was included as an alternative water use scenario and analysed with the WRPM.
2.10.7 Background and purpose of the study and model analysis
The Reconciliation Strategy for the Crocodile (West) Water Supply System was developed in 2008 by DWA to ensure sufficient water to supply the current and future water requirements of the urban, industrial, mining and irrigations users in the system. The strategy focused on the quantitative reconciliation of water requirements with the available resources and considering water quality where it impacted on the water balance.
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The 2012 study, Support to the Implementation and Maintenance of the Reconciliation Strategy of the Crocodile West Water Supply System, provided the administrative, technical and organisational support for DWA and the collaborating institutions represented on the Strategy Steering Committee. Water balances were determined for the period 2005 to 2030 the development of a strategy that would be stable over time for each of eleven representative sub- areas, as presented in Figure 2.
2.10.8 Phased approach with the WRPM
• Rationale: As the WRPM configuration that was tested utilising the WRYM data files with 2003 development level information, the catchment development level information and the water requirements needed to be updated in the WRPM. Also, input data file containing irrigation functionality of the WRPM needed to be updated. The phased approach was adopted for two reasons: o To change one variable/dataset at a time so that any changes in results could be understood and assigned to an influencing factor. o To update the WRPM and determine the water balance. As the changes and update of the WRPM and information included took time, the water balances were determined in phases as the WRPM was being refined and updated over time.
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• Water requirement updates o Assurance of supply criteria: The different water user categories and associated assurance of supply criteria adopted for the Crocodile (West) River catchment is presented in Table 2.10.8a.
Table 2.10.8a: Assurance of supply criteria and user priority classification of water supply in the Crocodile River.
User sectors User priority classification (assurance of supply) Low (99%) Medium (99%) High (99,5%) Proportion of water demand supplied (%) Domestic 20 30 50 Industry, mining, power 0 30 70 Irrigation * 100 0 0 Restriction levels 1 2 3
* The assurance of supply of irrigation was set at 90% (1:10 years failure), which corresponds with the 70/30 rule for irrigation.
• Urban and domestic water requirements: During the reconciliation strategy, a number of water requirement scenarios were developed. The strategy adopted the high water requirement scenario with medium WC/WDM savings which assumed a 15% reduction in water requirements over 5 years for the large metros as per the Vaal Reconciliation Strategy. Similar savings were also assumed for the other municipalities in the catchment. Domestic water requirement projections were updated by obtaining actual water supply/treated figures from the municipalities and Magalies Water. The water requirement projections were updated by using the current volumes as the base point, and adjusting the projections up or down accordingly. The domestic water requirement projections that were included in the WRPM for the final water balance are shown per municipality in Table 2.10.8b.
One of the adjustments that were made based on discussions with CoT was an increase in the water requirements for the Hammanskraal area that drains to Temba and Babelegi WWTW. This increase was due to a planned increase in the level of water services and is to be catered for by the recent license approval for an increased water abstraction from 60 to 120 Mℓ/day at the Temba WTW. The uptake in utilisation of the new license and WTW capacity was assumed to take 5 years.
Some domestic water requirements have been included for areas north and outside of the Crocodile (West) River catchment in the Limpopo Water Management Area, ie. Modimolle and Mookgopong. The local water resources in these areas are insufficient, and additional grow in water requirements beyond 2010 levels had been assumed to be met by a transfer from the Crocodile catchment (by expanding the pipeline to Bela-Bela). No mining water requirements in this area north of the Crocodile catchment had been catered for.
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Table 2.10.8b: Domestic water requirements included in the water balances for Version 2 of the reconciliation strategy.
Domestic water requirements per municipality (million m3/a) Municipality 2010 2015 2020 2025 2030 2035 2040 Areas within the Crocodile West River catchment (% growth over period) Total Bela-Bela LM* 2,9 2,9 (0%) 3,3 (14%) 3,6 (9%) 4,0 (11%) 4,3 (8%) 4,5 (5%) 55% City of Tshwane MM 269,3 287,7 314,0 343,6 375,6 395,3 416,1 LM of Madibeng 18,5 18,5 (0%) 18,5 (0%) 18,5 (0%) 18,5 (0%) 18,6 (0%) 18,6 (0%) (0%) Moretele LM * 4,4 4,6 (5%) 4,8 (4%) 5,1 (6%) 5,4 (6%) 5,6 (4%) 5,8 (4%) 32% Areas outside the catchment Modimolle LM * 1,3 2,4 (69%) 3,4 (42%) 4,5 (32%) 5,5 (22%) 5,6 (20%) 5,7 (2%) 338% Mookgophong LM * 0,8 1,2 (50%) 1,7 (42%) 2,1 (23%) 2,5 (19%) 2,9 (16%) 3,3 (14%) 312%
* Municipalities included in MW area of supply
• Water demand modeling: The following indicates how the towns to the north were handled in the water balance. The exact WTPs were of less importance and the focus was more the water resource, but the WTPs have also been listed where possible. The modelers were aware that the existing pipeline from Klipdrift up northwards was operated over capacity and had to make an assumption on where the growth in demand of Bela-Bela, Modimolle, and Mookgophong would be supplied from. They selected Leeuwkraal Dam for various reasons at the time, but the exact location was not that important for the overall catchment, as if the water was supplied from Roodeplaat, Leeuwkraal or Klipvoor it was all essentially the same resource. The supply location from the modeling view point was more about capital and operation costs. It was also assumed that the current supply from the boreholes in Thabazimbi would remain and any growth would be met by Magalies Water.
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Table 2.10.8c: Limpopo towns in study area water demands
Demands per municipality Municipality Source: supply from 2010 2013 2016 2020 2030 2040 (Limpopo) Mm³/a Mℓ/d Mm³/a Mℓ/d Mm³/a Mℓ/d Mm³/a Mℓ/d Mm³/a Mℓ/d Mm³/a Mℓ/d Roodeplaat Dam (Klipdrift) 2,86 7,80 2,86 7,80 2,86 7,80 2,86 7,80 2,86 7,80 2,86 7,80 Bela Bela LM New pipeline 0,00 0,00 0,00 0,00 0,08 0,20 0,40 1,10 1,18 3,20 1,68 4,60 Total Bela‐Bela 2,86 7,80 2,86 7,80 2,94 8,00 3,25 8,90 4,04 11,10 4,54 12,40 Roodeplaat Dam (Klipdrift) 1,34 3,70 1,34 3,70 1,34 3,70 1,34 3,70 1,34 3,70 1,34 3,70 Modimolle LM New pipeline 0,00 0,64 1,70 1,25 3,40 2,08 5,70 4,16 11,40 4,31 11,80 Total Modimolle 1,34 3,70 1,96 5,40 2,59 7,10 3,42 9,40 5,50 15,1 5,65 15,50 Mookgopong New pipeline 0,80 2,20 1,06 2,90 1,31 3,6 1,65 4,50 2,50 6,80 3,25 8,90 Total 3 villages 5,0 13,7 5,88 16,11 6,84 18,7 8,32 22,8 12,04 33,0 13,44 36,8 Boreholes 2,31 6,30 2,31 6,30 2,31 6,3 2,31 6,30 2,31 6,30 2,31 6,30 Thabazimbi Vaalkop 2,26 6,20 2,29 6,30 2,31 6,3 2,33 6,40 2,40 6,60 2,50 6,80 Total Thabazimbi 4,57 12,50 4,60 12,60 4.62 12,6 4,64 12,70 4,71 12,90 4,81 13,20
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Table 2.10.8d: North West towns in study area – demand in million m3/a (Mℓ/day)
Municipality Source Drainage area (WWTW) 2010 2013 2020 2030 2040 2050 (NW) Crocodile (West) River Brits 15,75 43,20 15,72 43,10 15,71 43,0 15,74 43,10 15,83 43,40 15,91 43,60 Madibeng LM Hartbeespoort Dam Hartbeespoort 2.78 7,60 2,77 7,60 2,77 7,60 2,78 7,60 2,79 7,60 2,81 7,70 (Rietfontein at Schoemansville) Roodeplaat Dam Baviaanspoort 0,39 1,10 0,39 1,10 0,39 1,10 0,39 1,10 0,39 1,10 0,39 1,10 Moretele LM Leeukraal Dam Rooiwal (CoT) 4,00 11,00 4,09 11,20 4,44 12,2 5,00 13,70 5,40 14,80 5,80 15,90
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For the Madibeng and Moretele LMs, the information available was used as per Tables 2.10.8c and 2.10.8d above, and assumed/included the following: o The Rand Water pipeline to Rustenburg is at capacity and all further growth would be supplied from Vaalkop Dam and other local resources. o Growth in water demands for Rustenburg was based on various studies, ie. the All Towns Study and discussions with Magalies Water. o The demands for Madibeng, Kgetlengrivier LM, Moretele LM and Moses Kotane are based on a socio-economic study conducted in 2004/5 and were the theoretical demand based on projected population and with reasonable conveyance losses. There might be some discrepancies were the current levels of water losses and inefficiency of water use is high (ie. challenges in Madibeng and Moretele). For the longer term strategy it was assumed that these losses would be sorted out. These areas water demand projections while relatively small on a catchment scale, were also now somewhat outdated.
• Mining water requirements: Detailed mining water requirements were obtained from the Rustenburg Joint Water Forum in 2007, and updated, where possible, by Magalies Water. Based on the information, the economic downturn in 2009/2010 and the uncertainty in the mining sector, a lag of 5 years was added to the growth projected in 2007.
2.10.9 Crocodile (West) water balance calculated with the WRPM
Methodology: The first water balance calculated as part of the Reconciliation Strategy study was conducted reconciling water requirements with water availability. A decision was taken to use the WRPM to conduct further water balances. The WRPM was used to calculate catchment wide water balances for different scenarios. The motivation was that the calculated water balances take into account the specific risk of non-supply criteria for the different water users in the catchment. To determine the catchment wide water balance, the deficit or surplus at key locations in the catchment was determined. This included checking the curtailment levels of users from all the large dams, and users downstream of the potential. The water balance calculation was iterative and was calculated initially for 5-year time slices starting in 2010 and up to 2040. Once the water balances for the 5-year time slices were established, a dynamic run was conducted to fill in the gaps. This methodology gives the water balance of the catchment as a whole. Some isolated water shortages from local water resources may occur, and have been noted, where possible. The DWA Reconciliation of All Towns in the Northern Cluster (All Towns Study), was aimed at addressing these localised water shortages. The Reconciliation of the Crocodile (West) River catchment is focused on the planning at a bigger scale.
Water balance calculated February 2011: The first water balance using the WRPM conducted in 2011, was at the beginning of the phased approach. The irrigation water requirements had not been included as WQT irrigation blocks yet, and were modelled with min-max type channels. The surplus in the catchment was only calculated at two key points,
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namely Roodeplaat and Hartbeespoort Dams. The surplus determined is presented in Figure 2.10.9.
27 Mℓ/d
145 Mℓ/d 164 Mℓ/d
Figure 2.10.9: Reconciling Lephalale water requirements with Crocodile (West) River surplus for Lephalale (Scenario 11.2)
2.10.10 Other scenarios assessed
Tshwane re-use scenario: The impacts of CoT planned Water Augmentation Program on the water balance were simulated by including the infrastructure capacity upgrades as envisaged by their program, and the water requirements of the Base Scenario, which Tshwane accepted as the best information currently available on water requirements for the Metro. The program entails significant in-direct re-use of return flows, and this is coupled with a reduction on the demand for water from the Vaal River system. The water balance for the Crocodile West River catchment was re-calculated for the Tshwane re-use scenario and is reflected in Figure 2.10.10. As can be seen, the re-use interventions of the planned water augmentation program have a significant impact on the water balance, particularly from 2017 onwards when a number of interventions by CoT is planned to come online simultaneously. The timing of these interventions should seriously be reviewed. From 2025, the water balance is projected to return to a positive state due to the continuation of transfers of water from the Vaal River system and projected associated return flows
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Million m3/a
-
Figure 2.10.10a: Water balance of the Crocodile catchment for the Tshwane re-use scenario which considers the planned water augmentation program
Magalies Water Roodeplaat Dam scenario: Before calculating the water balance for the Magalies Water scenario, the water requirement projections and associated supply anticipated by Magalies Water were compared to those included in the base scenario. Water requirement projections linked to Roodeplaat Dam, differed significantly. Magalies Water indicated that extensive growth was expected and planned around the Roodeplaat Dam. The impacts on the water balance for this scenario were therefore focused on the Apies-Pienaars sub-catchment. The results of the water balance indicate that if the growth in water requirements is supplied from Roodeplaat Dam, the current surplus would decrease and become a deficit by about 2018, see Figure 2.10.10b.
2.10.11 Recommendations
The following recommendations were listed as actions for analyses and discussion: • Water tariffs in the Crocodile West River catchment are low in comparison to other areas, which is partly attributable to the high proportion of return flows not properly accounted for. The tariff structure needed to be investigated and consideration should be given to bringing it in-line with water tariffs in the Vaal River area. • Continued discussions to be held with to improve on projected water requirement and return flow information.
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• Annual monitoring of water requirements and return flows as well as the review of the water balance. • Undertake a water quality assessment study to evaluate and ensure fitness of water for use. • Continue to undertake annual operating analyses and engage water users. • Verification of existing lawful use and review the water balance.
Figure 2.10.10b: Water balance for the Pienaars River catchment due to possible higher water requirements around Roodeplaat Dam
2.10.12 Status of infrastructure planning
Magalies Water - bulk water expansion plans: The latest status on the expansion plans of Magalies Water is that there are significant additional requirements for bulk water supply in the area from mining, industry and housing developments and billions of rand are being spent on infrastructure development. Magalies Water was to concentrate on the following activities in the near future: o Support WC/WDM interventions at municipal level. o Ensure economical bulk water supply to all. o The planned Pilanesberg Water Scheme and the proposed Klipvoor BWS. o Eradication of both bulk and retail backlogs. 41
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o Providing co-operation on water and sanitation provision in its area of operation. o Efficient use of existing bulk infrastructure.
3. ENVISAGED OR PLANNED DEVELOPMENTS IN STUDY AREA
3.1 Klipdrift supply area and Moretele region
Klipdrift WTW area of supply: The Klipdrift WTW is situated east of Hammanskraal, Temba, and the N1 highway, some 50 km north of the City of Tshwane central business district. The works was originally built to supply the Hammanskraal area with potable water when the then Bophuthatswana came into being but excluded Hammanskraal. The town and the rest of the Temba area was up to then supplied by the Kudube (now Temba) WTW. Potable water from Klipdrift is pumped across the N1 to the Babelegi Reservoir by Magalies Water to supply parts of Temba, Hammanskraal, Carousel and the Moretele region. Potable water is also provided by the upgraded Temba WTW to the Babelegi Reservoir, and the new 15 Mℓ (CoT) reservoir built at the same site.
A newer pumpstation at Klipdrift pumps potable water to Bela-Bela and Modimolle situated some 65 and 90 km to the north in Limpopo via a high pressure rising main along the highway. The rising main from the WTW to the highway crosses Steve Bikoville at the newly built 5 Mℓ (CoT) reservoir situated directly east of the highway, opposite the Babelegi Reservoir on the western side. The former reservoir was built for the Nokeng tsa Taemane LM before the latter was incorporated into the City of Tshwane in 2011. CoT has no value for this structure which has not yet been brought into operation. The reservoirs are positioned at this point due to it being a local high point while the Klipdrift works is only about 1 km away therefrom between the Pienaars River and Roodeplaat Dam irrigation canal. Both of these are raw water sources supplying the works. Pienaars River, Bela-Bela and Modimolle are supplied from the rising main via local reservoirs. The latter two also have their own WTW to augment the potable supply but not operated by MW.
Moretele region: The Moretele LM is situated in the far eastern corner of the North West Province, north of the CoT in Gauteng and south of the Waterberg DM. The region is rural in nature and has a number of settlements and villages but no main towns. Potable water is supplied from the Temba WTW owned by CoT but had until 2012 been operated by MW since the previous Bophuthatswana region seized to exist in 1994. Four main municipal bulk water supply pipelines supply the Moretele villages in the south east of the region as follows:
• Eastern System consisting of two parallel mains, the East Bank and West Bank pipelines, through Bosplaas (1&2), Maubane, Danhause, Sespond, Dertig, Mathibestad, Opperman, Thulwe, Potswane/Presika, Makapanstad, Moratele, Modiane, Kgomo- Kgomo, Tladistad and KwaMmatlhaele. This is the main component of the supply into the region. 42
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• A central supply main to Mogogolo only. • Western System through Ga-Motle, GaMoeka, Swartdamstad, Legkraal and also supply to Kromkuil and Mmakaunyane. Groundwater sources in the region are, however, restricted and the water quality not always acceptable.
The latter two systems are fed off the Temba/Sekampaneng/Stinkwater/New Eersterus pipelines owned by CoT. The other villages further north and west are reliant on traditional water sources, mainly boreholes. None of these towns and villages is presently supplied by Magalies Water but this may change.
Additional treatment capacity planned at Klipdrift WTW (Ref 8): The existing 18 Mℓ/day capacity Klipdrift WTW has been delivering constantly above the design capacity. Under contract, about 8,7 Mℓ/day need to be delivered to the CoT Babelegi Reservoir. A part of this flow returns to Steve Bikoville situated adjacent to the Klipdrift WTW and another part estimated at 4 Mℓ/day to the Moretele LM, both by CoT. At present, the supply to CoT at times exceed the contractual volume and makes up about half of the 20 Mℓ/day produced by the works on average.
The request from CoT for MW to supply at least the eastern part of the Moretele LM area would require a delivery capacity of 18 Mℓ/day at the two pipelines supplying the East and West Bank respectively. Due to the Moretele pipeline passing the Steve Bikoville Reservoir, the demand thereof could more effectively be supplied from the Moretele supply main than via the existing Babelegi Reservoir using a temporary pipeline. Based on a demand of 3 Mℓ/day at Steve Bikoville, the new rising main should be designed for 21 Mℓ/day up to the off-take to the reservoir. This 3 Mℓ/day could be abstracted from the contractual 8,7 Mℓ/day as it is still a supply to CoT, if both parties agree thereto. With the supply to Limpopo still at 10 Mℓ/day, an extension of the plant to 36 Mℓ/day would (nearly) be able to meet the contractual requirements and supply Moretele (Eastern System only).
If the Steve Bikoville supply is seen as an additional component over and above the contractual 8,7 Mℓ/day to CoT, the capacity needs to be extended to 42 Mℓ/day which would allow the supply to Limpopo to be increased to 11 Mℓ/day (about the maximum via the existing supply scheme) while still having a small spare capacity of about 1 Mℓ/day, as per table below.
Table 3.1: Water balance
Current capacity Augmented capacity Capacity and supply to (18 Mℓ/day) (42 Mℓ/day) Limpopo 10 11 2,7 City of Tshwane 10* 8,7 18+3 Moretele East 0 18 + 3* 42 Moretele Central & West - - 6 Total 20 41 42 “Spare” (-2) 0 0
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* Including Steve Bikoville and part to Moretele
It is clear from the above that with the Moretele supply, the works need to be extended to 42 Mℓ/day. If the Western System was to be supplied in future or with growth in the Eastern System as is likely, the provision to CoT will have to be reduced in order to allow these additional flows.
As part of the Klipdrift WTW upgrading a new main will be built to the existing CoT Steve Bikoville Reservoir situated directly west of the plant but east of the N1 highway. The Babelegi Reservoirs and Towers are situated at the same high point but west of the N1. The Google Earth maps below show the planned linear development of the town along the road towards Rust de Winter Dam as planned (2005/6 –Figure 3.1a) and as actually developed (2009/10 - Figure 3.1b). It can be seen that the planning and actual development are greatly different. The latter map also shows the schematic position of the main to Moretele as discussed below.
Figure 3.1.a: Klipdrift-proposed development Steve Bikoville 2005/06
Figure 3.1.b: Klipdrift – Moretele pipeline route
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3.2 Moretele region
Apart from supplying its own service areas, CoT’s Temba system also supplies about 23 to 25 Mℓ/day to the Moretele LM, at four boundary points:
Historic supply volumes (2009) o Meter MRTLE-101 into the East Bank system – Carousel View ± 4 Mℓ/day (Eastern System) o Meter MRTLE-73 into the West Bank system – Bosplaas West ± 12 Mℓ/day (Eastern System) o Meter MRTLE-32 into Mogogelo ±1,6 Mℓ/day (Central System) o Meter MRTLE-50 from the New Eersterust Reservoir ± 5,2 Mℓ/day (Western System) Total Moretele historic supply 22,8 Mℓ/day all 3 systems
In essence though, about 8 Mℓ/day of the current 24 Mℓ/day is supplied from the Klipdrift WTW, since it is the augmentation into the Temba system. The proposal from CoT was that should the Klipdrift WTW be extended to assuming 36 Mℓ/day capacity, Magalies Water could take over the supply of bulk water to the eastern parts of the Moretele LM. This would entail the following:
• That MW links the East Bank and West Bank pipe systems of Moretele LM to a pumping system from Klipdrift WTW. This will then supply about 16,5 Mℓ/day average annual daily demand (AADD) into Moretele. • That the augmentation from Klipdrift into the Temba system be reduced (say) to 6,8 Mℓ/day (AADD), covering the Moretele LM demand of Mogogelo and the far western areas served by CoT’s New Eersterus Reservoir. • That the rest of the upgraded 36 Mℓ/day Klipdrift WTW capacity be applied to increase water supply to Bela-Bela, Modimolle and potential new customers along the pumping main.
Both parties agreed that the request was practical and feasible while meeting the long term planning of both organisations. A number of aspects needed to be agreed to, however, before this could be implemented including phasing, actual details and cost sharing of capital contributions required. The issue of the water supply to the Steve Bikoville area supplied from Klipdrift was also to be agreed on. The new storage reservoir and tower to supply this area has possible structural/functionality shortcomings and are not yet taken over by CoT due thereto. The area is still supplied, be it with a temporary connection, and needed to be included in the future planning. The new pipeline to Moretele will pass the new Steve Bikoville Reservoir and could easily supply it, as had been allowed for under the Klipdrift WTW extension project, with a suitable pumpstation. These could be modified to not only the supply to Steve Bikoville but also to the Moretele LM region. The planning and design, however, needed to wait until the Moretele supply was agreed to.
The supply to Moretele was about 24,7 Mℓ/day over the previous 10 months and thus seemed to be still increasing. Water management in the region was not happening due to inter alia, lack of technical resources at the LM level. Planning for future water inefficiencies 45
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should not be considered as that approach was seen as unsustainable. The team was to look at the actual populations served and the per capita water use against standard norms and not only current usage which might be double to what was actually needed. The Eastern System supply is a gravity feed via two pipelines from Temba WTW and also supplies residents in the CoT area before crossing the border into Moretele. This system is the main focus of CoT while the supply to Mogogelo and the Western System could be phased in later or remain part of the CoT supply if needed. These parts are closer to the Klipvoor Dam than to Klipdrift. A future Klipvoor Dam Scheme could possibly serve the Western System if practical (see Sections 6 to 8 of this report for more details).
4. WATER CONSERVATION AND WATER DEMAND MANAGEMENT (18)
4.1 Overview of Bojanala Platinum District Municipality (DM)
Bojanala Platinum District Municipality is a Category C municipality situated in the North West province. It is one of the four district municipalities in the province and is comprised of the five local municipalities of Kgetlengriver, Madibeng, Moses Kotane, Moretele and Rustenburg. The seat of Bojanala Platinum is Rustenburg. It is bordered by Waterberg District Municipality to the north, the City of Tshwane (Pretoria) to the east, West Rand District Municipality to the south-east, Dr Kenneth Kaunda District Municipality to the south and Ngaka Modiri Molema District Municipality to the west. The main towns situated within Bojanala Platinum District Municipality are Brits, Derby, Hartbeespoort, Hartbeestfontein-A, Koster, Madikwe, Marikana, Mooinooi, Phatsima, Rustenburg, Swartruggens and Tlhabane. The main economic sectors within the municipality are mining, tourism, agriculture, enterprise development, manufacturing utilities, infrastructure and construction, and finance.
4.2 Moretele LM
4.2.1 Study
A desktop study was conducted for Moretele which entailed the investigation of specific criteria, directly correlating to WC/WDM. Before the desktop study was conducted, a questionnaire session was held with the Moretele LM where their input was requested with regards to the criteria listed in 4.2.2. The municipality had to give feedback whether the criteria were met or not. 4.2.2 reflects the outcome of the assessment where the red “no’s” illustrate definite “no’s”, the white “yes’s” illustrate definite “yes’s” the blue “no’s” illustrate a “maybe no, not sure” and the yellow “yes’s” illustrate a “maybe yes, not sure”. The legend at the bottom of 4.2.2a also signifies the purpose of the red, blue, white and yellow blocks.
Following the outcome of the questionnaire session, the desktop study focused on assessing the “maybe yes’s” and “maybe no’s” in order to obtain clarity with regard to the status of these criteria. Several documents were assessed and the relevant information, relating to the criteria with a “maybe yes” and “maybe no” status, captured in a spreadsheet. A status quo assessment was then completed which entailed the findings of the desktop study as well as the findings of the questionnaire session however; only the “definite no’s” that originated
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from the questionnaire session were included. The key gaps and issues were then identified and listed in bullet format.
4.2.2 Status Quo Assessment
The status quo assessment entails the findings of the desktop study as well as the findings of the questionnaire session however; only the “definite no’s” that originated from the questionnaire session as well as the findings of the desktop study were included in this section of the report.
Table 4.2.2a: WC/WDM criteria and outcome of questionnaire session for Moretele LM Moretele CRITERIA LM
24-Aug
1 Bulk Metering System (Source - Plant) N/A
2 Bulk Metering System (Transmission and Zone: Plant -Reservoir) YES
3 Residential Metering System (Individual Consumers) YES
4 Non Residential Meters (Commercial, Industrial and Institutional) YES
5 Water Balance (Std/ IWA) NO
6 Water Demand Management YES
7 Effective Zone Meter Management and Night Flow Analysis NO
8 Pressure Management and Maintenance of Pressure Reducing Valves YES
9 Effective Billing System & Informative Billing YES
Credit Control Strategies Including Removal of Unlawful Connections. Flow 10 NO Restrictors
11 Billing , Metering and leakage Complaints System YES
12 As-Built Drawings of Bulk and Reticulation Infrastructure YES
13 Schematic Layout of Water Infrastructure NO
14 Asset Register for Water Reticulation System YES
15 Asset Management - Operations and Maintenance YES
16 Active Leakage Control NO
17 Asset Management - Capital Works (Projects) YES
18 Pipeline Replacement Strategy NO
19 Meter Management including Replacement NO
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20 Dedicated WCWDM Support (Human Resources /structure) NO
21 Regulations and Bylaws YES
22 Tariffs YES
23 Community Awareness and Education Programmes YES
24 Newspaper & radio articles plus posters and leaflets for distribution YES
OTHER
1 WCWDM Plan YES
2 Water Efficiency Plan NO
3 Water Use Audits YES
4 WSDP YES
5 IDP YES
6 WC/WDM Studies/Reports YES
7 PSP/s appointed for WC/WDM YES
8 Funding (RBIG, ACIP etc) YES
Legend:
Definite no
Definite yes
Maybe yes, not sure
Maybe no, not sure
1. Residential Metering System (individual consumers): According to the NRW Assessment (2012) and the WC/WDM Plan for the Bojanala Domestic Sector (2010), Moretele LM has yard connections and stand-pipes with approximately 50% to 75% of the yard connections metered and billed. The Moretele Business Plan (2009) also pointed out that some of the consumer meters are not read and others are not registered on the municipality's database.
2. Water Balance (Std/IWA): The questionnaire session pointed out that Moretele LM does not have a water balance.
3. Water Demand Management: There is a formal WC/WDM programme implemented in Moretele LM as stated in the WC/WDM Plan for the Bojanala Domestic Sector (2010). This includes passive leakage control based on responding to consumers reporting any leaks as well as a retrofitting programme. However, there is a lack of water balance to establish water saving targets. 48
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Moreover, the WSDP Report (2012) confirmed that the municipality does not have night flow metering but they do have resources available for partial day flow metering. There are also resources available for reticulation leaks but no resources for illegal connections and unmetered connections. It was not clear as to what type of metering is available in this municipality (WSDP Report). It can therefore be concluded that there is a shortfall in Moretele LM regarding water demand management.
The All Town Strategies (2008/2009) also revealed that only Moretele 1 Government Water Supply Scheme was in the process of appointing a water demand manager. There was no indication in the strategy whether this initiative has been done successfully.
4. Effective Zone Meter Management & Night Flow Analysis: The questionnaire session revealed that Moretele LM does not have effective zone meter management and night flow analysis.
5. Pressure Management & Maintenance of Pressure Reducing Valves: The reticulation is sectorised in pressure zones but the zones are not verified and little or no maintenance is undertaken on the PRV's (NRW Assessment). Also, Moretele doesn't have the necessary resources in order to address this issue as stipulated in the WSDP Report. It is also proposed to implement a pressure management system by installation of PRV’s at the DMA’s including time modulated controllers (WC/WDM Plan for the Bojanala Domestic Sector).
6. Effective Billing & Informative Billing: According to the NRW Assessment and the WC/WDM Plan for the Bojanala Domestic Sector, the WSA, represented by Moretele LM, has an uninformative billing system in place. The Moretele LM Business Plan also states that the existing billing format is not informative from a water management point of view. It does not give an indication of actual losses or water balance in the town / township and meter details. It also does not assist the municipality in identifying non-revenue water.
7. Credit Control Strategies including Removal of Unlawful Connections, Flow Restrictors: According to the questionnaire session Moretele LM does not have credit control strategies in place and does not remove unlawful connections. The municipality also does not have flow restrictors.
8. Billing, Metering and Leakage Complaints System: Moretele has an efficient reporting system for metering and billing problems in place (90% dealt with within one month) however, there are a very limited number of bulk flow meters and the existing ones are mainly as revenue meters which are read manually by Magalies Water for billing purposes and the records provided into a register (National Non- Revenue Water Assessment, WC/WDM Plan for the Bojanala Domestic Sector). The
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Moretele LM Business Plan also revealed that the current billing format does not make provision for capturing consumer meter readings. This raises a question on how the amount billed to the user is calculated. Furthermore, some of the community/consumers do not report water leaks. Also according to the Business Plan, the municipality should prioritize establishment of a twenty-four hour call-centre as they do not have a customer care centre which is responsible for the handling of queries.
9. As-built Drawings of Bulk and Reticulation Infrastructure: Some of the schemes that were built years ago do not have as-built drawings and therefore only some hard copy as-built drawings are available for portions of the network (Moretele LM Business Plan). Furthermore, the as-built drawings that are available are below minimum requirements as stated in the WSDP Report (2011/2012).
10. Schematic Layout of Water Infrastructure: The questionnaire session revealed that the Moretele LM does not have a schematic layout of the water infrastructure.
11. Asset Management – Operations & Maintenance: According to the NRW Assessment, the municipality has limited resources with regards to the operation and maintenance of water systems. Less than 1% of the value of the water network is invested annually into the maintenance of the existing infrastructure. In fact, in the absence of an asset management plan for the water services infrastructure for Makapanstad (settlement within the municipality) including service records, an estimate of the age of the infrastructure was undertaken based on the available data provided by Makapanstad, the Water Service Provider (WC/WDM Plan for the Bojanala Domestic Sector.
The Moretele LM Business Plan, states that the operation and maintenance of the existing schemes are ineffective. Moreover, there is no scheduled operation and maintenance and there are also limited human resources to ensure efficient and effective operation and maintenance of the water systems. Also the operations and maintenance team of the municipality are not formally trained in order to repair leaks or undertake basic plumbing work.
12. Active Leakage Control: Currently as indicated in the NRW Assessment, active leakage detection and repair is undertaken on an add-hoc basis. Furthermore the Moretele LM Business Plan also revealed that a pro-longed response to reported water leaks occur which is an indication that active leakage control is not a priority.
13. Pipeline Replacement Strategy: According to the questionnaire session, Moretele LM does not have a pipeline replacement strategy in place.
14. Meter Management including Replacement: The NRW Assessment states that all inlet points to discrete zones are metered but many are broken or considered to be inaccurate. Also there are resources available for meter repair programmes but there 50
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are no plans put in place and also no strategic plan to deal with these issues (WSDP Report, 2011/2012). The Moretele LM Business Plan highlights that there is no consumer meter replacement/management policy to enable legislative management of consumer meters. Also, the municipality does not have a consumer meter database.
15. Dedicated WC/WDM Support (Human Resources/structure): As revealed in the questionnaire session, Moretele LM does not have dedicated WC/WDM (water conservation & water demand management) support in place as well as no human resources or support.
16. Community Awareness & Education Programmes: The WSA currently does not conduct workshops on water conservation within the communities and schools (NRW Assessment). The Moretele LM Business Plan also states that there is limited or no education and awareness regarding efficient water use and the reporting of water leaks by consumers.
17. Newspaper & radio articles plus posters and leaflets for distribution: According to the NRW Assessment the WSA, in this case Moretele LM, has a library of posters and leaflets for public distribution but does not advertise in newspaper or radio.
18. Water Efficiency Plan: The questionnaire session pointed out that Moretele LM has no water efficiency plans.
19. Water Use Audits: No substantial information was available in the documents reviewed in order to clarify the “maybe yes” status of the criterion as obtained in the questionnaire session.
20. Funding (RBIG, ACIP, etc): According to the WSDP Report no information is available as to where the funding for water originates from. Table 4.2.2b reflects the assessment of the desktop study and the criteria with a definite “no” status that originated from the questionnaire session for Moretele Local Municipality. The assessment of the desktop study was focused on assessing the “maybe yes’s” and “maybe no’s” in order to obtain clarification with regards to the status of these criteria. The red “no’s” in the table illustrate definite “no’s” which originated from the questionnaire session and the assessment of the desktop study, the blue “no’s” illustrate a “maybe no, need clarification” which originated from the assessment of the desktop study, the yellow “yes’s” illustrate a “maybe yes, need clarification” which originated from the assessment of the desktop study and the green “yes’s” illustrate definite “yes’s” which originated from the assessment of the desktop study. The legend at the bottom of Table 4.2.2b signifies the purpose of the red, blue, green and yellow blocks. The key findings of the assessment of the desktop study are displayed in Table 4.2.2b as well as the source/s utilised in the status assessment of the particular criteria.
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Table 4.2.2b: Assessment of desktop study and findings of questionnaire session for Moretele LM
KEY FINDINGS OF CRITERIA CRITERIA ASSESSMENT OF SOURCE STATUS DESKTOP STUDY
24-Aug NRW Assessment Residential Metering System Only 50-75% are 3 YES WCWDM Plan for Bojanala (individual consumers) metered. Moretele Business Plan 5 Water Balance (Std/ IWA) NO Questionnaire WCWDM Plan for Bojanala 6 Water Demand Management NO WSDP All Town Strategies Effective Zone Meter 7 Management and Night Flow NO Questionnaire Analysis Pressure Management and NRW Assessment 8 Maintenance of Pressure NO WCWDM Plan for Bojanala Reducing Valves WSDP NRW Assessment Effective Billing System & 9 NO WCWDM Plan for Bojanala Informative Billing Moretele Business Plan Credit Control Strategies 10 including Removal of Unlawful NO Questionnaire Connections, Flow Restrictors Need clarity as the information obtained in Billing , Metering and Leakage 11 YES the reviewed documents Complaints System does not correspond with one another. Some of the schemes built years ago do not have as-built drawings. Moretele Business Plan As-Built Drawings of Bulk and 12 YES The available hard copy WSDP Reticulation Infrastructure as-built drawings are below minimum requirements. Schematic Layout of Water 13 NO Questionnaire Infrastructure NRW Assessment Asset Management - 15 NO WCWDM Plan for Bojanala Operations and Maintenance Moretele Business Plan Undertaken on an ad hoc NRW Assessment 16 Active Leakage Control YES basis. Moretele Business Plan 18 Pipeline Replacement Strategy NO Questionnaire NRW Assessment Meter Management including 19 NO WCWDM Plan for Bojanala Replacement Moretele Business Plan Dedicated WCWDM Support. 20 NO Questionnaire (Human Resources /structure) Community Awareness and NRW Assessment 23 NO Education Programmes Moretele Business Plan Moretele Local Newspaper & radio articles plus Municipality does not 24 posters and leaflets for YES NRW Assessment advertise in newspaper distribution or radio. OTHER 52
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2 Water Efficiency Plan NO Questionnaire Need clarity as no substantial information was available in the documents reviewed in 3 Water use audits YES order to clarify the “maybe yes” status of the criterion as obtained in the questionnaire session. Need clarity as no information is available as 8 Funding (RBIG, ACIP etc) YES to where the funding for water originates from. Legend:
Definite no
Definite yes
Maybe yes, need clarification
Maybe no, need clarification
4.2.3 Key Gaps & Issues
The following key gaps and issues resulting from the questionnaire session and desktop study were identified within the Moretele LM: • Residential Metering System: Not all connections are registered, metered and billed (only 50 – 75%). • Water Balance (Std/IWA): No water balance exists. • Water Demand Management: The municipality does not have night flow metering. There are no resources available for illegal connections and unmetered connections. Only 1 out of the 3 clusters situated within Moretele was in the process of appointing a water demand manager; it’s not known whether this initiative has been completed. • Effective Zone Meter Management & Night Flow Analysis: Effective zone meter management and night flow analysis does not occur. • Pressure Management & Maintenance of PRV’s: Pressure zones are not verified and little or no maintenance is undertaken on the PRV's (pressure reducing valves). Also the necessary resources aren’t available in order to reduce high pressures. • Effective & Informative Billing: The WSA, represented by Moretele Local Municipality has an uninformative billing system in place. The existing billing format is not informative from a water management point of view. • Credit Control Strategies: Credit control strategies including the removal of unlawful connections do not occur within the municipality. • Billing, Metering & Leakage Complaints System: Need clarity as the information obtained in the reviewed documents does not correspond with one another. • As-built Drawings of Bulk & Reticulation Infrastructure: Some of the schemes that were built years ago do not have as-built drawings and therefore only some hard copy
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as-built drawings (also below minimum requirements) are available for portions of the network. • Schematic Layout of Water Infrastructure: The municipality does not have a schematic layout of the water infrastructure. • Asset Management - Operations & Maintenance: Less than 1% of the value of the water network is invested annually into the maintenance of the existing infrastructure. Operation and maintenance of the existing schemes are ineffective. There is no scheduled operation and maintenance and limited human resources. The operations and maintenance team of the municipality are not formally trained in order to repair leaks or undertake basic plumbing work. • Active Leakage Control: Currently active leakage detection and repair is undertaken on an add-hoc basis. • Pipeline Replacement Strategy: There’s no pipeline replacement strategy in place. • Meter Management including Replacement: All inlet points to discrete zones are metered but many are broken or considered to be inaccurate. There is no consumer meter replacement / management policy to enable legislative management of consumer meters. The municipality does not have a consumer meter database. • Dedicated WC/WDM support: There is no dedicated WC/WDM support within Moretele LM. • Community Awareness & Education Programmes: There is no community awareness and education programmes and also no resources for conducting water conservation within the communities and schools. Consumer awareness programmes only exist in Makapanstad. • Newspaper & radio articles plus posters and leaflets for distribution: The WSA, in this case Moretele Local Municipality, has a library of posters and leaflets for public distribution but does not advertise in newspaper or radio. • Water Efficiency Plan: Moretele LM does not have a water efficiency plan in place. • Water Use Audits: Need clarity as no substantial information was available in the documents reviewed in order to clarify the “maybe yes” status of the criterion as obtained in the questionnaire session. • Funding (RBIG, ACIP etc): Need clarity as no information is available as to where the funding for water originates from.
4.3. Non-revenue water and sanitation
NRW (WC/WDM) is not yet receiving sufficient attention in the study area. The river systems are not properly protected and, except in the upper reaches along the Magaliesberg Mountain range, the streams are seriously impacted by human interference from mines, agricultural run-off and abstractions, raw water abstractions and treated water discharges. The region is in a good position to better utilise its water management options by reducing abstractions via better WDM, and improving the river qualities by utilizing treated effluent at the mines. The latter is already in place at Rustenburg but this should be extended. In general, the mines have effective systems in place to reduce the water demands via water losses control and minimise water discharges via reuse for industrial purposes. They are 54
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mostly prepared to accept lower quality waters/treated effluent from external sources and invest in providing alternative distribution systems for industrial water where presently still based on potable resources. This, together with zero discharges from mining properties (including contaminated stormwater and effluent), could greatly improve the water situation especially if the LMs in the region are equally responsible. Without the economic drive, skills and resources, the LMs in general do not show the same level of responsibility. The study needs to assist in reversing this trend and work with the LMs to reverse this trend in the region.
5. MORETELE LOCAL MUNICIPALITY PREVIOUS FEASIBILITY STUDY (Ref 18)
5.1 Regional water supply
The purpose of the feasibility study for Moretele LM was to address the water backlogs within the municipal area of jurisdiction. The findings of the Moretele Social Study (2009) indicated that a total number of households with access to water on site increased from 2 801 (in 2007) to 6 947 (11% of total) and those with access to public taps from 40 151 to 40 678 (62%). However, there were still 17 571 (of about 65 200) households (or 27%) below the minimum.
More than 90% of all households within the municipal area rely on pit latrine for sanitation purposes. In view of the importance of the groundwater resources from boreholes within the area, the implications in terms of possible contamination of groundwater resources are significant. Significant progress has been made, however, to install VIPs and eliminate the pit latrines. It will be extremely difficult for the municipality to meet the national sanitation target. The total number of households still using unventilated pit-latrines is 53 912 from a total number of 65 196 households in the entire municipal areas.
5.2 Institutional structure and cost recovery
The Moretele LM is a low capacity municipality in terms of the National Treasury classification. Although it has a relatively high population density, it is predominantly rural and has a low tax base. Recouping the cost of delivering any trading service by the municipality has always been a challenge which is expected to continue to afflict the financial viability RDP standards for water delivery. The highest concentration of households with yard connections is located within the south-eastern parts of MLM as part of the Moretele Water Scheme. The majority of households without any formal water reticulation system are concentrated in the north-western, north-eastern and south-western parts of the LM. The northern part of the municipal area is sourcing water from 11 boreholes equipped with turbine pumps. These boreholes have the capacity to produce 63 kℓ/hour pumping over a period of 24 hours. Availability of water sources is a problem especially considering that new housing developments projects are implementing and some are planned for the outer years.
Despite these challenges, the municipality is authorized to perform all the water and sanitation function (both bulk supply and reticulation). The municipality concedes that they
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are not performing the function to their satisfactory level due to inadequate budgets, equipment and staff. The delivery of water to the communities continues to be a serious challenge. There are still communities that have no reliable water supply source, or no supply at all. The municipality has ensured that basic level of water supply is provided to the communities and implemented a programme to provide high level of service. The bulk water supply is seen as the immediate solution to the problem of the municipality as it will resolve both water and sanitation challenges.
5.3 Other regional aspects/profile
• Topography: The topography characterising Moretele is flat. In general, the southern rim of the catchment varies between 1500 m and 1350 m amsl. The (A23) tertiary catchment slopes to the north-west, with the confluence of the Pienaar River and the Crocodile at 800 amsl, a difference of about 700 m between the highest and lowest points. All streams and rivers are tributaries of the Crocodile River drainage system comprising of six sub-drainage systems. The Moretele River is an extension of Kutswane, Tolwane/Apies and Pienaars Rivers. This sub-drainage system drains in a north-westerly direction into Klipvoor Dam. • Vegetation: The vegetation in the catchment is mainly tropical bush and savannas. Riparian vegetation occurs in some reaches of the rivers and may consist of tall standing trees. The Moretele River flood plain supports large wetlands, riparian and aquatic communities. The vegetation in the wetland as well as the riparian vegetation consists of both indigenous and exotic species. • Geology and soils: Geology influences both current and future land uses in the study area, since geological properties and agricultural potential of soils vary according to existing bedrock. Geology of Moretele is composed mainly of erinaceous and argillaceous sedimentary strata with volcanic lavas and intrusives. Some of the rocks are mechanically weathered and moderate to deep soils overlay them. Generally, the sedimentary and volcanic rocks that occur in these sub-catchments are not particularly susceptible to chemical weathering, and as a consequence the natural background concentrations of dissolved solids in the surface water are relatively low. The geology of the catchment is fairly uniform and therefore does not play any major role in the development of drainage patterns. • Climate and rainfall: Moretele experiences warm summers and cool winters. The climate is relatively dry, with very low humidity in winter. Most clouds occur in summer, during the rainy season. Although high winds do occur during rainstorms, the winds in the region are generally gentle. The area falls in the summer rainfall area, and receives almost 50% of its rainfall from November to January, the highest rainfall occurring in January. Higher rainfall occurs in the southern region than in the central and northern region. The reason for the disparity can be ascribed to the topography. Rainfall over the catchment occurs as thundershowers, and the higher areas in the south form natural focus points where advection occurs and the greatest instability in the air column can be found. The rolling hills in the central and northern part of the tertiary catchment have no such features and therefore lesser rainfall occurs there. The result of this is that the tributaries north are less well developed and are mostly dry in winter. 56
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• Evaporation: The distribution mean annual evaporation (Symons pan evaporation) over the tertiary catchment is presented in Table 8.8a. The distribution is quite uniform, ranging from 1750 to 1800 mm/a. Evaporation in the catchment is much higher than the rainfall, as is the case in most places in South Africa. As with the rainfall, most of the evaporation occurs in summer. • Access roads: The national roads do not form part of the local road network system but the N1 Freeway is along the eastern boundary of the region. Some of the provincial roads provide access to the neighbouring municipalities and provinces and to the national and regional road network. • Population database: The 1996 and 2001 census data were obtained from the Municipal Demarcation Board – South Africa. These figures have been manipulated through the GIS to produce a database showing the population distribution and population per ward. The 1996 and 2001 census revealed that the overall population increased from 164 371 to 177 904 (an increase of 1,59%) whereas the total overall number of households increased from 32 565 to 43 013 (increase of 5,72%). The most significant increase in the total population has been in those settlements classified as villages, with a total overall population growth of 3,82% over the 5 year period of 1996 to 2001. This settlement category represents the most significant increase in the total overall number of households (from 11 491 to 17 749).
Table 5.3a: Population growth trends, 1996 to 2001
Population Household Household size Settlement % % Category 1996 2001 1996 2001 1996 2001 Growth Growth Dense settlement 100 732 99 771 -0,19 19 866 22 999 2,97 5,35 4,34 Villages 58 296 70 314 3,82 11 491 17 749 9,08 5,07 3,96 Scattered 4 631 4 814 0,78 1 024 1 381 6,16 4,52 3,49 settlements Farmland 712 3 005 33,37 184 884 36,88 3,87 3,40 Total 164 371 177 904 1,59 32 565 43 013 5,72 4,70 3,80
• Catchments and hydrological: This information is shown in the table below:
Table 5.3b: Quaternary catchments, climatic and hydrologic information (Midgley et. al., 1994a)
Gross area Irrigated area MAE MAP MAR Net MAR Catchment (km2) (km2) (mm) (mm) (mm) (million m3) A23A 682 15,0 1 750 698 42 28,8 A23B 814 2,7 1 800 645 19 15,8 A23C 491 2,9 1 800 574 8,8 4,3 A23D 145 1 750 706 115 16,7 A23E 490 23,6 1 750 674 29 14,3
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Gross area Irrigated area MAE MAP MAR Net MAR Catchment (km2) (km2) (mm) (mm) (mm) (million m3) A23F 565 1,7 1 800 598 10,0 5,6 A23G 952 3,3 1 750 591 17 16,3 A23H 1058 3,2 1 750 600 11 11,9 A23J 931 2,9 1 750 585 9,8 9,1
MAE = Mean annual evaporation, MAP = Mean annual precipitation, MAR = Mean annual runoff.
• Housing/dwelling type: The housing profile of the study area is depicted below and indicates that majority of the households (76,8%) are residing in formal houses. A total of 5,5% households are residing in traditional dwellings, 2,8% in informal dwellings with backyard shacks and 13% in informal dwellings without backyard shacks. The information indicates that the occurrence of informal dwellings is most prevalent in the extreme south-eastern parts of MLM. Households residing in backyard structures are scattered in a number of villages across the area.
MLM Dwelling types MLM Water Infrastructure
90.0% 60.0% 80.0%
) 50.0% 70.0% 60.0% 40.0% 50.0% 30.0% 40.0% 30.0% 20.0% 20.0% 10.0% Percent households Percent Percent household (% 10.0% 0.0% 0.0% Other (inc;. House on Informal Informal Piped water in Piped water on Water Borehole/rainwat Traditional Flat in block of Public tap Dam/river/stream separate dwelling/shack dwelling/shack Other dwelling site carrier/tanker er dwelling flats /spring) stand in backyard not in backyard Series1 4.0% 5.9% 39.7% 5.6% 27.2% 17.5% Census 1996 72.8% 6.9% 0.1% 5.9% 9.7% 4.6% Series2 1.6% 23.0% 52.1% 2.9% 13.5% 7.0% Census 2001 76.8% 5.5% 0.3% 2.8% 13.1% 1.4% Dwelling type Water infrastructure type Figure 5.3a: Dwelling types within MLM Figure 5.3b: Water infrastructure within MLM • Levels of water infrastructure: Figure 5.3b indicates that significant progress has been made with the delivery of basic water infrastructure over the period 1996 to 2001. The number of households with access to water on site increased from 5,9% to 23% and those with access to public taps from 39,7% to 52,1%. However, there were still more than 9 000 households below the minimum RDP standards for water delivery. The highest concentration of households with yard connections is located within the south-eastern parts of MLM and forms part of Moretele Water Scheme.
• Levels of sanitation infrastructure: Figure 5.3c indicates that the existing sanitation infrastructure in Moretele is inadequate. More than 96% of all households within the area rely on pit latrine for sanitation purposes. In view of the importance of the groundwater resources extracted from boreholes within the area, the implications in terms of possible contamination of groundwater resources are significant.
• Income profile/affordability: The very low income level of the households within MLM can be depicted from the figure below. This indicates that in excess of 78% of all households earned less than R1 500 per household per month. This proportion 58
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increased from 75% in 1996 to more than 78% in 2001. The proportion of households earning more than R6 000 per household per month decreased from 2,8% to only 1,9% in 2001. The spatial distribution of the affordability levels with Moretele (2004) indicates that the highest average household incomes are found in the south-eastern parts. This can be associated with the proximity to the economic and other opportunities within Gauteng and Tshwane area. The average monthly income in the majority of settlements within Moretele is less than R1500 per household per month. The greater percentage of the inhabitants of the communities falls into the low- income group.
MLM Sanitation infrastructure MLM monthly household income
100.00% 100.0% 80.00% 80.0% 60.00% 60.0% 40.00% 40.0% 20.00%
Percent households Percent 20.0%
Percent household 0.00% Flush/Chemical 0.0% Pit latrine Bucket latrine None of the above Less than R1500 R1501 tot R3500 R3501 to R6000 More than R6000 toilet 75.0% 17.5% 4.7% 2.8% Series1 0.60% 97.80% 0.40% 1.00% Census 1996 Series2 1.70% 96.10% 0.30% 1.90% Census 2001 78.7% 14.0% 5.5% 1.9% Sanitation infrastructure type Monthly income range
Figure 5.3c: Sanitation infrastructure within MLM Figure 5.3d: Monthly household income, 1996 – 2001
• Institutional profile: The municipality as WSA did not have an updated Water Services Development Plan but had appointed a company to prepare the WSDP for Moretele. The municipality had acquired the services of three civil technicians for water and sanitation, and one project manager seconded by the DBSA. The council did not have an indigent policy but two companies had been appointed to conduct the indigent register.
• Infrastructure profile: o Existing Moretele Water Supply Scheme (MWSS): The existing water bulk infrastructures in the southern part of MLM are in general adequate to meet the water demand in these areas except Rabosula village which is going to be included into the Western System as shown on Figure 7.3e. - Existing Moretele North Water Supply consists of the following 2 distribution zones:
Transactie Well Fields Water Supply: This is a partially developed underground water dependant scheme which supply water to communities located on the western part. The current water supply infrastructure was fairly reliable and could be explored for possibility of further development. The existing infrastructure includes partial bulk supply and reticulation to communal stand pipes developed to RDP standards.
Rudimentary Borehole Water Supply: The communities located on the eastern part of MNWS are supplied from isolated rudimentary draw-offs. The current water supply
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infrastructure was found unreliable due to continuous break downs on diesel engines and the supply of diesel.
5.4 Composition of Moretele North Water Supply System (MNWS)
• Reservoirs and towers: The total water storage capacity of the MNWS reservoirs and towers amounts to approximately 2,16 Mℓ. The details of storage tanks are summarized below:
Table 5.4: MNWS reservoir and elevated storage tanks Name Volume (Mℓ) Transactie bulk water reservoirs 0,65 Transactie elevated plastic tanks 0,01 Slagboom elevated steel tank 0,08 Mmukubyane elevated steel tank 0,30 Bollantlokwe elevated plastic tanks 0,04 Lebotwane elevated steel tanks 0,70 Little elevated plastic tanks 0,09 Degrens elevated plastic tanks 0,01 Tlholwe elevated plastic tank 0,04 Ngobi elevated steel tank 0,32 Ruigtesloot elevated steel tank 0,17 Agisanang elevated plastic tank 0,01 Total storage capacity 2,16
• Boreholes and pumping stations: The potable water for Transactie Well Fields water supply distribution zone was obtained from 11 boreholes, equipped with turbine pumps. The boreholes in use had the capacity to produce 3 652 Kℓ/day based on 12 hour pumping per day and supply a 0,35 Mℓ elevated tank situated in Transactie. • Present water demand: The population served by the Moretele WSS and MNWS was estimated at 177 904 (Census 2001). The present estimated AADD for both schemes is 23,49 Mℓ/day.
5.5 Planned infrastructure
Ö Option 1: Short term solution:
• Moretele North Water Supply: In order to enable efficient supply of water to communities of MNWS from the existing boreholes, the Transactie Well Fields was proposed to be upgraded by increasing the storage capacity (7Mℓ Reservoir at Ngobi) and a new bulk water supply pipeline.
• Area south of MNWS: The communities on the southern border of the MNWS were to be supplied from a new 1,5 Mℓ reservoir to be constructed at Dikebu village from Temba
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WTW, the new bulk supply pipelines supplying Ga-Habedi, Moretele, Lekgolo, Dikgopaneng, Raborotho and Jonathan from the new reservoir.
Ö Option 2: Medium term solution - Due to the insufficient amount of water from the boreholes to meet the demand of the communities of the MNWS in medium term, the other source of water to augment the capacity of the Transactie Well Field is the Moretele WSS. A new pipeline was proposed to be constructed to connect the two schemes (MNWS and MWSS).
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Figure 5.3e: Moretele and northern Madibeng
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6. MORETELE REGIONAL SUPPLY (Ref 8)
6.1 Temba Bulk Supply System
6.1.1 Historic development of system
The bulk of the Moretele potable water supply forms part of the Temba Bulk Supply System and is only divided therefrom due to a political border separating the two municipalities, Morelete LM in the north and the City of Tshwane in the south. When developed in the early 1990s, both parts were in the North West Province (then Bophuthatswana) as a single network. All storage was provided along local high points stretching from Babelegi west of the N1 highway, across the Temba WTW up to New Eersterus in the west with rising mains connecting these. When CoT’s area of jurisdiction was extended to the present position, they installed flow meters at the border on all pipes crossing into Moretele but the system was still operated, mainly by MW, as a single network forming part of the Temba WTW bulk supply, with some augmentation to Babelegi from the Klipdrift WTW.
6.1.2 Profile of Moretele region
The 2011 water services development plan for the Moretele LM shows limited data on the total municipal area of which the southern part is supplied with piped water from Temba and makes up about 60% of the area but over 85% of the population. The plan estimated the total population (in 2001) at 216 2000 and about 54 060 households in its total area of jurisdiction. A very small part thereof was stated to have no water services but a substantial part was seen as inadequate (as shown in Table 6.1) for water services. (The 2011 census data released in 2013 indicates that the projected population was an over-estimate as shown later in this report)
Table 6.1: Inadequate water services
Need description relative Water supply Sanitation Priority to RDP standards Settlements Population Households Settlements Population Households 1 High No service 1 1 200 300 0 0 0 2 Inadequate, need extension 26 55 876 13 969 0 0 0 to RDP 3 Inadequate, need upgrade 1 204 51 53 107 680 26 920 to RDP 4 Inadequate, RDP resource 22 34 264 8 566 0 0 0 needs 5 Inadequate, need 3 12 940 3 235 0 0 0 management (O&M) 6 Inadequate, need 1 360 90 0 0 0 refurbishment 7 Inadequate, housing interim 1 1 800 450 1 1 800 450 8 Inadequate, need 1 2 120 530 1 2 120 530
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Need description relative Water supply Sanitation Priority to RDP standards Settlements Population Households Settlements Population Households permanent housing 9 Adequate, stand pipes/VIP 11 17 228 4 307 34 96 508 24 127 10 Adequate, yard 28 90 112 22 528 0 0 0 connections 11 Low Adequate, house 2 100 25 1 8 096 2 024 connections to WWTW/WTW Total 97 216 204 54 051 90 216 204 54 051
Only Motla had a waterborne sanitation system with an estimated 0,6 Mℓ/day returned to source, ie. the WWTW at Swart Dam with a capacity of 1 Mℓ/day. The report estimated the number of groundwater sources (boreholes) at 164 but no abstraction volumes were available. These are spread across some 26 schemes with 21 reservoirs, assumed to be mainly small tanks. The total water bulk pipeline lengths were estimated at 350 km. The plan indicated limited O&M staff, insufficient skills and funds, and physical resources (plant, tools, equipment) as the main problems in the area. All settlements are defined as rural with 38 smaller than 5 000 people and only 19 larger than 5 000. The remaining settlements are farming orientated and scattered across the region. There are no magisterial offices, mines, industries or prisons and only 3 police stations and 19 health facilities in the region.
The growth rate was estimated as nearly 2% per annum and projected in the WSDP to remain at that level for the next 5 to 10 year period. It was also estimated that some 42% of the population can not afford water supply and sanitation services as the monthly household (HH) income was below R800 per month. Only 31% of households were shown as having an income of over R1 600/month.
6.1.3 Greater Temba Bulk Supply System
The total future AADD for the Temba System (i.e. CoT and Moretele combined supply) has been estimated in the CoT master plan at about 122 Mℓ/day. This will require a WTW capacity of about 1,30 x AADD or 158 Mℓ/day. The total existing capacity of the two WTW is 78 Mℓ/day. An additional capacity of 80 Mℓ/day is therefore required to be provided at the Temba WTW. The first phase of 60 Mℓ/day is currently in the implementation stage. It will have to be followed in the longer term future by an additional 20 Mℓ/day phase. The Klipdrift WTW will supply 10,9 Mℓ/day to Bela-Bela and Modimolle. The surplus capacity of 7,1 Mℓ/day is supplied to the Babelegi Reservoir. This will have to be augmented by about 38,50 Mℓ/day from the Temba WTW. The Babelegi Reservoir is the source of bulk supply for the: • Hammanskraal system (CoT) • Babelegi Reservoir/Tower system (CoT) • East Bank system into Moretele (Moretele LM)
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The Temba WTW and its reservoirs are the source of bulk supply for the: • Temba Reservoir/Tower system (CoT) • Jubilee/Dominican Tower system (CoT) • West Bank system to Majaneng and into Moretele (MLM) • Hammanskraal West system (CoT) • Western System (to Sekampaneng-, New Eersterus- and future Stinkwater Reservoir all in CoT)
6.2 Strategic planning for Temba system
6.2.1 Location
The Temba treatment and a portion of supply system are in Gauteng with the rest in the North West (NW) Province. The major portion of the system serves Tshwane and the rest serves the Moretele LM villages in the Bojanala District Municipality area in NW Province. The system is served by two water treatment works:
• Klipdrift WTW: 18 Mℓ/day capacity (situated in Tshwane, Gauteng) • Temba WTW: 60 Mℓ/day capacity (situated in Tshwane, Gauteng)
A bulk pipeline provides water from the Klipdrift WTW to Bela-Bela and Modimolle (Warmbaths and Nylstroom). As per agreement with MW, these towns can utilise 4,06 Mℓ/day and 6,85 Mℓ/day respectively (total 10,9 Mℓ/day). A separate pumping system delivers the “surplus” Klipdrift water into the Babelegi Reservoir. From the Babelegi Reservoir is a gravity supply into the East Bank of the Eastern System, with a 600 mm diameter (and reducing) pipe to Ramotse/Marokolong (in Tshwane), and the Carousel resort, Greenside, Dhibiding, etc. (in Moretele).
6.2.2 Babelegi area
A separate gravity pipeline supplies the Babelegi Industrial Area (in Tshwane) from the Babelegi Reservoir. The industrial area also has two emergency connections on the East Bank system. Babelegi Reservoir with a pumpstation and rising main also supplies into the adjacent Babelegi Tower, which serves the higher elevated Tshwane areas of Ramotse/Marokolong and Mandela Village West. The (previous Kekana Gardens) Steve Bikoville area is also served from the Babelegi Tower.
6.2.3 Moretele area
The Temba Reservoirs are also the source for the West Bank of the system. It supplies under gravity with a 500 mm diameter (and reducing) pipe to Majaneng (in Tshwane), and then further northwards to Bosplaas, Mathibestad, Makapanstad, etc. (in Moretele). The 2 Mℓ Makapanstad Reservoir on the West Bank provides some balancing-out of the peaks in the demand. There are also three 0,42 Mℓ gravity-supplied towers on the West Bank, namely Thulwe, Makapanstad, and Kwa-Mathlwaela. This total storage of 3,2 Mℓ is only 5,4 hours of 65
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average annual daily demand of the West Bank supply area and not situated at the upstream but the downstream ends of the system.
6.2.4 Hammanskraal area
From the Babelegi Reservoir, a pumping system supplies to the Hammanskraal Reservoirs, where another pumpstation fills the Hammanskraal Tower. The tower supplies Hammanskraal town, and Mandela Village East and Refilwe on the eastern side of the Nl highway. The Rens business area has a separate pipe link directly from the reservoir. A pipeline from the reservoir previously supplied the first phases of development in Hammanskraal West, but terminated since the completion of the Hammanskraal West pumping system and -Reservoir. The Temba WTW delivers into four reservoirs on the site. From the Temba Reservoirs, a pumpstation and 450 mm diameter main supplies to the Babelegi Reservoir, to augment the supply from Klipdrift WTW. From the four Temba Reservoirs, two water towers are filled with pumps to supply the town of Temba/Kudube.
6.2.5 New Eersterus area
A pumpstation and 500 mm diameter pumping main supplies from the Temba Reservoirs to the Hammanskraal West Reservoir. The reticulation systems in Hammanskraal West are directly linked to this pumping system. A pumpstation and parallel 450/700 mm diameter pipe system supplies from the Temba Reservoirs to the Sekampaneng Reservoir, with direct connections for the Suurman/Mashemong, Tamboville, Sekampaneng and other networks (all in CoT). This represents the first portion of the Western System. From the Sekampaneng Reservoir, the Western System is extended with an 800 mm diameter (reducing) pipe to the New Eersterus Reservoir. Along the route are direct connections for Dilopye, Stinkwater and New Eersterus reticulation networks (all in CoT), and for the Mogogelo reticulation network (in Moretele). A pumping system from the New Eersterus Reservoir supplies the New Eersterus Water Tower, which serves the higher lying areas of New Eersterus (in Tshwane)
6.2.6 Moretele West area
The Western System is further extended by means of a 500 mm diameter (and reducing) gravity pipe from New Eersterus Reservoir towards Kwa-Ratjipane, Mmotung, Swartdam, Noroki, Kromkuil, etc., all in Moretele. Kromkuil has a gravity supply water tower of 0,42 Mℓ. Developments that have a bearing on the planning for the Temba treatment and supply system and the bulk pipeline system are:
• The area served by the New Eersterus Tower is to be linked to the Soshanguve DD Reservoir and the tower abandoned. • The 450 mm diameter pump main from Temba WTW to Babelegi Reservoir is to be replaced with a 500 mm diameter pipe. The existing pipe can be used in the reticulation networks. 66
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• Almost all the CoT reticulation networks in the Temba system are being or have been formalised and upgraded, and designed for full service level which includes the water demand due to waterborne sanitation systems. • The water supplied to Moretele by far exceeds the anticipated demand (based on acceptable standards). CoT has considered restriction of this supply. • A southern extension of the Stinkwater area may be a potential future development. This will require a new reservoir (Stinkwater Reservoir), to be supplied by pumping from the Sekampaneng Reservoir.
6.3 Master planning for Temba supply scheme by CoT
6.3.1 Average annual daily demand versus treatment works capacity
The current measured AADD for the entire system is some 65 Mℓ/day which includes over 20 Mℓ/day supplied to Moretele. This is almost three times the theoretical anticipated Moretele AADD at RDP standard. If a theoretical water demand is calculated for all the informal areas in the system, including those in Moretele, the AADD of the entire system should be only 46 Mℓ/day. The existing WTW capacity of (60+18=) 78 Mℓ/day will be sufficient to serve the theoretical present AADD, but not to serve the actual present AADD. The anticipated future AADD will require and additional 80 Mℓ/day WTW capacity which is being attended to at present for at least 60 Mℓ/day.
6.3.2 Master planning in CoT region
• Increase in Temba WTW capacity: In order to eliminate the existing deficiencies, a Temba WTW capacity increase from 60 Mℓ/day to 120 Mℓ/day is under implementation planning. This will suffice until the total AADD of the system (inclusive of Bela- Bela/Modimolle) reaches 10 Mℓ/day when the treatment plant will need to be increased by a further 20 Mℓ/day. Additional pipework on site has been included in the CoT master plan. • Pumped transfer from Temba WTW to Babelegi Reservoir: The existing 450 mm diameter pumping main is to be replaced by a 500 mm diameter pipe. The required PS capacity is 330 ℓ/s at about 45 m head. • Babelegi Reservoirs and Towers: An additional reservoir is required, as well as an additional water tower with pumpstation. The pumpstation and pipes to the existing water tower have to be upgraded (existing pump capacity to be verified before proceeding). If the two towers can be integrated, the additional capacity required in the existing pumpstation can be provided in the new tower pumpstation. A large proportion of the capacity to be provided in the new water tower will be for the Steve Bikoville area. • Hammanskraal system: A new tower (larger and at higher elevation than the existing one) is required before the existing tower can be abandoned. The existing PS to the tower needs to be upgraded for the new elevation. The capacity of the pumpstation from Babelegi Reservoir to Hammanskraal Reservoir may need to be upgraded, possibly by only upgrading the impellers. 67
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6.4 Possible supply from Klipdrift WTW and route of Moretele supply main
The existing rising mains to Limpopo and Babelegi Reservoir exit the Klipdrift plant on the western boundary and follow a north westerly route through the residential area along the N1 highway. Over these mains need to be studied to determine if another main could be accommodated but the physical inspection of the road along the pipes indicates that a northern main may be able to be installed. The Klipdrift-Babelegi rising main crosses the highway at this point to the Babelegi Reservoir situated west thereof.
The pipeline connecting the reservoir to the Temba WTW is laid along narrow residential roads in Ramotse and Marokolong with some dwellings on top thereof, and possibly along many other services. Installing another parallel main will have major challenges and is to be prevented. The main reason for installing the Moretele rising main along this route would be that it could be connected onto the existing CoT mains supplying the East and West Bank pipeline systems near the source of these mains, ie. at the Temba WTW and Babelegi Reservoirs. This would make the operational aspects easier as the existing pressures on the mains would be kept as at present, and the pipeline required (and thus capital costs) would be lower. New smaller diameter gravity mains could be laid parallel to the existing components of the pipelines to supply existing residents in villages situated within the CoT municipal area. The existing bulk gravity mains up to the CoT/Moretele LM boundary would thereafter become part of the MW supply system up to the existing two flow meters. However, based on the institutional aspects involved and the perceived access/installation problems with this route, it was not recommended.
The more practical route would still be through the residential area of Steve Bikoville north west of Klipdrift along the existing pipes to the N1 highway. From there it follows the pipeline towards Bela-Bela on the eastern side of the highway up to the CoT/Babelegi and Moretele/Carousel boundary. A pipe jacking road crossing would be required to cross the N1 and from there follow the boundary to connect both the East Bank at the Carousel View meter, and the West Bank pipelines at the Bosplaas West flow meter. This recommended route is along the overhead power line north of the CoT and the Babelegi Industrial Area and crosses less densely populated areas than present on the southern side of the boundary.
The R101, the Tshwane/Bela-Bela railway line and the Apies River situated between the two flow meters will also have to be crossed and may also require pipe jacking or directional drilling. The pipe length from the Klipdrift WTW to the Carousel View meter connection is about 7,6 km and another 3,6 km to the Bosplaas West connection for a total length of 11,3 km. The remainder of the pipeline route to the Mogogelo and Western System would continue westerly along the CoT boundary, possibly crossing the CoT section to reduce the overall pipe length or, if needed, staying within the Moretele area.
6.5 New connections to Eastern System - operational aspects
The West Bank and East Bank pipelines are presently supplied from the Temba WTW via storage reservoirs at the plant and at Babelegi Reservoir respectively. Water gravitates into
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Moretele from there with storage vessels at a number of villages, ie. the 2 Mℓ Makapanstad Reservoir and 0,42 Mℓ elevated gravity supplied towers at Opperman, Makapanstad and Kwa-Matlhaela. At the Carousel View and Bosplaas West flow meters, the ground and pipelines elevations are lower than at the source reservoir to each pipeline. The pipelines were designed to meet the water pressure induced by a full reservoir but able to deliver the design flow from a nearly empty reservoir.
A new rising main from Klipdrift would connect with the existing gravity mains at a lower elevation than at Temba and Babelegi Reservoirs. The pressure reducing valves (PRVs) can be set to meet the full supply pressures from these reservoirs thus always similar to the maximum static design pressure on the mains. However, with the limited storage at the villages, the new supply needs to meet the region’s peak demands rather than average demands. This is presently also the case but the storage reservoirs balance the difference and not the pumps supplying them. Operationally, this is not effective and new storage vessels should be allowed for. These are most effectively provided at the points of supply, ie. at the villages. The area along the West and East Banks of the Apies River is, however, very flat and ground level storage is not practical at the villages.
On the other hand, elevated storage in new concrete or steel towers will be costly. By limiting the storage to say 4 hours rather than a ground storage of 24 to 48 hours, would reduce these costs but increase the risk of non-supply. The hydraulic gradient also needs to be checked to see if the existing main can in fact supply elevated storage vessels without increasing the pipeline operational pressures. This could be the case as the flows to the storage need only to be average and not peak flows as is the present case with no storage provided at the villages, except at Makapanstad. In order to determine the situation, an hydraulic analysis of the East Bank and West Bank systems will be required.
6.6 Alternative arrangement for Temba into Moretele
Based on the lack of storage, the new pumping pipeline to be connected directly into the existing mains at the boundary between CoT and Moretele LM is not very practical. An alternative arrangement would be required utilising existing or new storage at local high points in the area, ie. at Babelegi and/or Temba WTW. Both sites are relatively small and surrounded by residential houses and building another reservoir on each would be difficult and might require demolishing some nearby dwellings.
A more practical solution may be to temporarily use the new Steve Bikoville Reservoir (once accepted/taken over from CoT as part of the bulk supply system) to meet the peak demands from the downstream area of supply. A normal instantaneous demand could require a 3 peak factor but as part of the supply to Makapanstad, Opperman and Kwa-Matlhaela is from local storage, a lower peak factor could be applicable. The storage at Steve Bikoville is, however, owned by CoT and too small for the regional supply on its own. A minimum 24 hour storage or 24 Mℓ may be more suitable but again space on the site is at a premium and to construct such a structure may require dwellings to be demolished. The alternative is to
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build the new reservoir away from the existing structure at a lower elevation but at a suitable space.
The nature of the Moretele supply is, however, changing from a bulk main to a reticulation system due to the lack of local storage. Additional costs are mostly due to the “replacement” storage (ie. in lieu of the storage in the Temba and Babelegi reservoirs), and the peak factor in the gravity main from the new storage to the existing connections on the West Bank and East Bank pipelines respectively. The main advantage of the new supply is that CoT can delay the introduction of new capacities at their Temba WTW and Babelegi and Temba Reservoirs. It is clear from the layout that switching from CoT to a MW supply would leave very little storage in the Moretele supply system. The capacities of the reservoirs/tanks/towers in Moretele (ie. downstream of the two proposed connection points) are:
Opperman elevated tank 0,42 Mℓ TWL = 1 066,0 m Makapanstad Reservoir 2,00 Mℓ TWL = 1 065,7 m Makapanstad Tower 0,42 Mℓ about TWL = 1 066 m Total 2,84 Mℓ
The average combined flow through these 2 meters over the last year has been in the order of 18 Mℓ/d. That implies that the network would have around 4 hours AADD as storage. Given the length of the pipelines and placement of the tanks and reservoirs, this will be inadequate and would result in excessively high peaks required from the planned rising main (in effect the rising main would have to deliver the AADD in 8 hours/day or less, resulting in peaks of around 3). The Steve Bikoville Reservoir is at an NGL of around 1110 m amsl (similar to the Babelegi Reservoir). Given the proximity of this reservoir to Klipdrift, it may be viable to pump to the reservoir and gravitate from there to the 4 connection points.
7. STORAGE FACILITY FOR CoT AND MORETELE SUPPLY
7.1 Background on Steve Bikoville Reservoir
As has previously been identified in the feasibility report, a need exists for a reservoir on the bulk water supply infrastructure emanating from the Klipdrift WTW. The purpose of the reservoir would be to provide for the minimum storage requirements for the area of supply. The existing Steve Bikoville Reservoir had been identified as a possible option to provide this storage, at least for the supply to CoT for the village.
The existing Steve Bikoville Reservoir, situated on the southern boundary of the Magalies Water pipeline servitude and adjacent to the N1 freeway (eastern side) and within 1 km of the Klipdrift WTW, has been identified at potentially fulfilling some of the storage requirements. The reservoir, which has a storage capacity of 5 Mℓ, is situated at a local high point within the Steve Bikoville residential area. As there are no suitable high points in the Moretele area, the Steve Bikoville Reservoir site is one of only a few suitable sites for a bulk storage and command reservoir to serve both Steve Bikoville and Moretele supply area. The
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other potential sites are already used by the City of Tshwane at the Temba and Babelegi Reservoirs, both providing at least partial bulk storage for the current water supply to Moretele.
The Steve Bikoville Reservoir was constructed by the former Nokeng tsa Taemane LM and planned to supply water to the area, which was previously under the LM’s area of jurisdiction. The reservoir, now under the control of the City of Tshwane, is currently not operational and CoT has indicated a willingness to permit the reservoir to be transferred to Magalies Water. Based on this background, the following concerns have been expressed regarding the possible taking-over of this reservoir by Magalies Water: • As the reservoir has never been tested for water-tightness or structurally, and the structural condition is unknown, there could be costly and time consuming repairs that are as yet unknown. CoT had previously requested proposals for an investigation into the condition of the reservoir and related infrastructure. The costs proposed previously for this investigation were in the order of R 200 000 (excl. VAT). No investigations have been undertaken to-date but it was mentioned by CoT that tenders will be set out later in 2013 to investigate a number of their reservoirs with this one to be given high priority. • There is uncertainty regarding the extent to which the booster pump station and elevated tank meet the original design brief, and it is apparent that the elevation of the tank is substantially lower than had originally been planned. In addition, it is not entirely clear to what extent the bases of the elevated tank provide for the increased loads of a higher tower. • It is understood that no certificate of practical completion (or completion) was issued for the reservoir, and that the reservoir may even be part of a contractual dispute. This, however, remains unconfirmed. • Although a set of 19 drawings have been made available (construction drawings, issued January 2009), no record or “as-built” drawings have been provided for the reservoir. This, together with concerns that have been noted regarding the certification of designs and the monitoring of the construction process, raises potential concerns about the design and suitability of the reservoir. • The capacity of the reservoir, although sufficient for the supply to the Steve Bikoville area, will not be adequate to provide the necessary storage for the Moretele area.
7.2. Bulk storage requirements
Depending on the eventual supply scenarios, the required reservoir capacity would be either 5 Mℓ (for the Steve Bikoville area only) or at least 20 Mℓ for Steve Bikoville and Moretele areas of supply. The latter figure is based on a minimum demand of 15 Mℓ/day for Moretele (178 000 people, at an average demand of 80 ℓ/c/d) and 5 Mℓ/day for Steve Bikoville. These figures allow for storage equivalent to 24 hours of “acceptable” average annual daily demand, in line with the requirements set out in the "Red Book". In reality, the Moretele region is using in excess of the 80 ℓ/c/d ciriteria which could be partly due to water losses and ineffective use of water. As water use is not metered, the actual reason is not clear and cannot be determined. 71
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7.3 Site inspection of existing structure
Based on the concerns raised, a visual inspection of the reservoir was conducted by the team. As no ladder had been installed, no access could be gained to the interior of the reservoir, and the assessment was limited to an exterior visual inspection. The following was noted during the visit in April 2013: • The reservoir walls showed areas where repairs to joints had been done and the general workmanship observed was not neat. However, the concrete appeared sound, there were no visible cracks and the overall concrete quality appeared to be good. • The reservoir pipework, as observed and checked against the available drawings (Dwg. BCE118/08/09/009 and BCE118/08/09/012 and BCE118/08/09/018) was as follows: o Inlet pipe: DN250 mm steel (top entry) with a DN250 mm level control valve in the reservoir; o Outlet pipe: DN200 mm steel (in outlet chamber) o The reservoir outlet is via a 1900 x 1000 x 900 mm deep sump below the reservoir finished floor level (FFL). o There is inconsistency in the drawings for the reservoir outlet pipework in that the drawings show the piping as DN200, while the pipe schedule (Dwg /018) shows these pipes as DN300 mm steel, o Overflow pipe: DN200 mm pipe (overflow bellmouth DN350 to 200 mm) o Scour pipe: DN150 mm pipe (scour bellmouth DN250 to 150 mm) o The outlet and scour pipes pass through the reservoir floor via a mass concrete pipe block. These two pipes exit into a manhole that discharges to daylight via a DN250 mm PVC-u pipe (drawings show this as a DN250 mm RC pipe). • Based on the calculations in Table 7.3a and Table 7.3b, the inlet and outlet pipework diameters will not suffice for the greater demand of 20 Mℓ/d, and in certain instances also not for 5 Mℓ/d.
Table 7.3a: Reservoir inlet pipework sizing (indicative)
1 2 3 4 5 6 7 8 Q Pf Qpeak Qpeak Qmax Amin Dmin DN Required (m3/d) (m3/h) (m3/s) (m/s) (m²) (m) (mm)
5 000 1,5 313 0,087 2,5 0,035 0,210 250
20 000 1,5 1 250 0,347 2,5 0,139 0,421 450 Reservoir outlet pipework sizing (indicative) 1 2 3 4 5 6 7 8 Q Pf Qpeak Qpeak Qmax Amin Dmln DN Required (m3/d) (m3/h) (m3/s) (m/s) (m²) (m) (mm)
5 000 4 833 0,231 2,5 0,093 0,343 350
20 000 4 3 333 0,926 2,5 0,370 0,687 700
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The installed pipework to the inlet and outlet of the reservoir was not completed. The inlet pipework was missing in the chamber as well as the first 1m of the vertical pipe (see figure 7.2c). The outlet was missing the pipe specials and fittings in the outlet chamber. None of the drawings provided were clear on the actual reservoir dimensions, with only Dwg. /016 providing any elevations, and these proving inconsistent - Dwg. /106 shows a FFL = 100,0 m and top of roof beam above the wall = 108,4 m. Assuming a top water level approx. 0,9 m below the top of roof beam, this gives a working depth of 7,5 m (whereas the wall reinforcing detail shows the wall alone as being 8,4 m high). Scaling from the roof reinforcement layout (Dwg. /014) provides an approximated reservoir internal diameter of 28,6 m (approximated measurement in Google Earth indicates a diameter of approximately 28 m). As per the calculation in Table 7.3b, a working depth of 7,9 m and a diameter of 28,6 m results in a live storage of 5 075 m3, thus very close to the 5000 kℓ capacity stated on the drawing titles.
Table 7.3b: Steve Bikoville Reservoir capacity calculation
1 2 3 4 H D Q Note (m) (m) (m3) Diameter scaled, TWL assumed 7,9 28,6 5 075 Diameter scaled, 8,4 28,6 5 396
• The external access ladder (which was on site) had not been installed and access into thereservoir was therefore impossible.
According to the contractor who had constructed the reservoir, all internal joints did receive flexible bandages, but not been properly tested.
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Figure 7.3a: Reservoir walls showing Figure 7.3b: Elevated pressed steel horizontal wall joints with repare work tank with the booster pump station in the apparent on the first joint. foreground
Figure 7.3c: Inlet chamber (no cover) with Figure 7.3.d: Outlet chamber (no cover) with incomplete inlet pipework. incomplete pipework, debris and water accumulated in the chamber
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Figure 7.3e: Scour (left) and overflow (right) pipes with common discharge on the opposite end. There is standing water in the chamber and some debris has accumulated.
7.4. Analysis of options available for Steve Biko Reservoir
The existing Steve Bikoville Reservoir will not provide adequate storage for the requirements of the Moretele area. Given the very limited storage provided in Moretele area (limited to a few small tanks and one reservoir), additional storage will have to be procured in order to meet the minimum storage guideline of 24 hours AADD. The options available to CoT/Magalies Water are: Option1: Test, refurbish and put into service the existing reservoir with only 5 Mℓ storage. Option 2: Demolish the existing reservoir and construct a new 20 Mℓ reservoir at the same site. Option 3: Select an alternative site for the construction of a new 20 Mℓ reservoir, either east or west of the N1. Option 4: Construct a second shell around the existing reservoir to create a reservoir with a total volume of 20 Mℓ. Option 5: Expropriate adjoining residential land, demolish dwelliings and construct a second, larger reservoir on the same site (possibly at a later stage if applicable). Option 6: Negotiate with CoT to take over one of their reservoirs at Temba and Babelegi (possibly in addition to the Steve Bikoville Reservoir) as part of the Moretele "take over".
There are, unfortunately, very few options available for a suitable new reservoir site, with the prime locations already occupied by the existing reservoirs at Temba Steve Bikoville and Babelegi. Based on recent discussions with CoT, it seems unlikely that the city will be willing to relinquish control of any of their reservoirs. They have, however, requested that any new storage which is to be linked to the Babelegi Reservoir would preferably to the same FSL.
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The existing reservoir site is already relatively congested, and is bounded to the north by a residential area and to the west by the N1 freeway. From the aerial photography available, it seems unlikely that any structure with a diameter of greater than 45 m could reasonably be constructed on this site. As per the reservoir diameter/height relationships in Table 7.4, a reservoir with a diameter of 44,3 m (internal) and a working height of 13 m would provide the necessary 20 Mℓ storage. It is also clear from the table that the larger reservoir would in all scenarios be much larger than the existing reservoir, and that the two structures would share no common elements if the "second skin" option (Option 4) above was to be followed.
Table 7.4: Height (H) and diameter (D) relationships for 20 Mℓ Moretele Reservoir 1 2 3 H D Q (m) (m) (m3)
7,9 56,8 20 000
8,0 56,4 20 000
9,0 53,2 20 000
10,0 50,5 20 000
11,0 48,1 20 000
12,0 46,1 20 000
13,0 44,3 20 001
14,0 42,6 20 000
The Steve Bikoville reservoir site is very congested with existing services (pipelines, pumpstation and elevated tower) and residential buildings. The reservoir centre point was previously moved to accommodate the residential building. The man refused to move, and due to the volatile political situation within the community at the time, the site was not expropriated. Any future reservoir on this site would either require the removal of these services and residential building (and potentially more) or demolish the existing reservoir and construct a new reservoir with the same footprint, higher water level. The number of houses could be definded after the detailed survey has been completed. The following was noted after taking a quick look at the available reservoir sites: • The topography falls drastically to the north, which means that the hydraulic grade line for the future Moretele feed becomes problematic. There is, however, a school site in Steve Bikoville, some 800m north of the existing site and 6m lower. Again the ‘lower’ hydraulic grade line could be an issue. • Sites on the western side of the N1 south of the Babelegi Reservoirs are not feasible without substantial expropriation of residential land within CoT. The open space to the north might, however, be suitable. • Moving south the topography rises. At some 3 000m south of the existing site, in the area just east of the Hammanskraal offramp from the N1 are agricultural land some 10m higher than the existing site.This means that the hydraulic grade line would not be detrimentally affected. If this site is selected, the initially proposed 350mm dia pipe 76
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to Steve Bikoville Reservoir can still be built as part of the Klipdrift project. The draw back of this position is that it is 2 500m longer than the initial pipeline route and that the future Moretele feed (north) will run parallel to the supply.
7.5 Alternative reservoir site
The initial planning was for MW to end at the Steve Bikoville Reservoir in the short term and look to CoT to provide the storage to this area. However, for the Moretele supply reservoir it was necessary to look for alternative sites, and noted as follows:
• North of the site one would have to go about 70km from the WTW to reconnect with the 1110m MSL contour, except directly north of the Babelegi Reservoir site.
• South of the WTW there are a few potential reservoir sites:
a. East of the N1 is a site adjacent to the access road (of N1 to Hammanskraal) with a NGL at 1 110m to 1 117m asl. This site is about 3km from the WTW via a feasible pipeline route but situated further away from the Moretele area thus increasing the pipeline length.
b. West of the N1 and south of Hammanskraal is an existing reservoir site at 1 122m asl. This site is about 5km from the WTW via a feasible pipeline route and also greatly increases the pipe length.
Bearing in mind that the “downfeed” from the reservoir is actually not a bulk line (consumers directly connected), a peak factor of at least 4 would be applicable to this line, and allow for a fiction gradient (Hf) of at least 1,5 to 2m/km, thus arount 6m as allowance for additional head. This would be in order to 1,5 to 2m overall head in the case of the rising main (with lower peak factor, Pf). For site (a) the min GL would have to be 1 108 + 6m = 1 114m asl. (this would be 1 120m asl in the case of site b)
Table 7.5: Pipeline to and from new reservoir
Criteria Symbol Rising main Gravity main
Friction f 0,010 0,010
Length L 1 000 m 1 000 m
Peak factor Pf 1,5 4,50
Design flow Q 20 Mℓ/d 20 ML/d
1 250 m³/h 3 750 m³/h
0,347 m³/s 1,042 m³/s
g 9,81 m/s² 9,81 m/s²
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Pipe diameter D 0,7 m 0,9 m
Friction loss per length Hf 0,593 m/km 1,518m/km
Rising main length L 3 km 3 km
Estimated friction loss Hf 1,778 m 4,555 m
Either of the 2 southern sites identified could be used for an “offline” (rather than “command”) reservoir, in which case the flows could possibly be routed to and from the Biko reservoir via say a 700 mm pipe for dual up/down. The theory need to be tested with an in/out balance and/or thorough dydralic analysis.
It has not been determined who owns the property for either of the sites, but in the case of site (b) it is possibly owned by the conservation area / reserve, who may be very unlikely to relinquish. The area south of the Hammanskraal ramp is under centre pivot irrigation which puts it in the catefory of high value agricultural land. Site (b), given its proximity to and probable allocation from the canal, is likely to have similar potential. Site (a) is probably earmarked for residential development, but that could be establish from CoT. Based on the longer length of pipeline required and the associated capital and operational costs, it is not preferred to select a site situated south of the existing reservoirs. However, if the other site is not available, this option may be required.
The most feasible reservoir site is directly north of the Babelegi Reservoirs. Although limited, a 20Mℓ structure could be built there without demolishing any permanent structure / houses / dwellings (just). An open strip, used as an access road to some dwellings, runs along the brick wall, shielding the houses from the N1. This strip could accommodate a pipeline towards the boundary to the Moretele LM area although space is limited to the existing fences This site and pipeline strip, if available, has the advantage that only 1 crossing of the N1 highway is required which would be needed in any case to connect the Babelegi Reservoirs to the new works.
7.6 Applicability of environmental activities according to Listing notice 1 (requiring a Basic Assessment) o Activity 9 of Listing Notice 1 The construction of facilities or infrastructure exceeding 1,000 metres in length for the bulk transportation of water, sewage or storm water - (i) with an internal diameter of 0,36 metres or more; or (ii) with a peak throughput of 120 litres per second or more, excluding where: (i) such facilities or infrastructure are for bulk transportation of water, sewage or storm water or storm water drainage inside a road reserve; or (ii) where such expansion will occur within urban areas but further than 32 metres from a watercourse, measured from the edge of the watercourse.
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As the original pipeline was to be less than 1km in length, the sub-clauses within the activity were not needed to be considered, and the activity was deemed to not be applicable. The constraint relating to 32m from a watercourse remains critical. Note also that if the pipeline is within the road reserve and is longer than 1km, it is also excluded (as long as it doesn’t impact on a river). The applicability of Activity 37 below, where the new pipeline is construed as an expansion of the existing water system, also needs to be considered: o Activity 37 of Listing Notice 1 The expansion of facilities or infrastructure for the bulk transportation of water, sewage or storm water where: (a) the facility or infrastructure is expanded by more than 1,000 metres in length; or (b) where the throughput capacity of the facility or infrastructure will be increased by 10% or more– excluding where such expansion: (i) relates to transportation of water, sewage or storm water within a road reserve; or (ii) where such expansion will occur within urban areas but further than 32 metres from a watercourse, measured from the edge of the watercourse.
In this scenario, if the “new” / “extension” to the network is (a) less than 1km, (b) more than 1km but within the road reserve and in an urban area, then no authorisation is needed. Again the constraint relating to a watercourse and its buffer area applies. Phased activities must also be noted (Activity 56 of Listing Notice 1), where one phase of the activity may be below the threshold but where a combination of the phases, including expansions or extensions will exceed a threshold i.e. if the pipeline is expanded or extended (more than 1km) and is outside of the road reserve or is outside of the Listing Notice 3 activities are not applicable if no sensitive areas are affected. Crossing watercourses or working within a watercourse will also have to be ruled out.
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SCALE: 1:10 000 approx STEVE BIKO RESERVOIR SITE AND PIPE SERVITUDE To Bela Bela / Modimolle
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BABELEGI RESERVOIRS POSSIBLE SITE
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Existing reservoirs west (Babelegi) and east (Steve Bikoville) of N1 highway Feasibility Report July 2013
7.7 Feasibility study pertaining to the new Moretele (Steve Bikoville) pipeline
The Steve Bikoville pipeline will supply the clear water produced at the works to the Steve Bikoville Reservoir some 1 300m from the works or/and to the CoT Babelegi Reservoir complex on the western side of the N1, some 1 600m. This route is within an existing servitude which is also used as a road and measured from the new PS. The distance from the WTW site boundary is less than 1 km. These termination points have been finalized between MW and CoT, but for the design the termination point for the pipeline will be the boundary of the Babelegi Reservoir complex. The pipeline route follows an existing 15m wide servitude between the plant and Steve Bikoville Reservoir, into which it may discharge in future. The servitude runs along the southern boundary of the treatment works site, with the existing raw water pumping main and the two clear water pumping mains.
The new Steve Bikoville pumpstation will be positioned on the northern side of the existing Nylstroom pumpstation. Currently, two other lines are positioned in the existing servitude between the plant and the Steve Bikoville Reservoir, the 450mm dia class 18 fibre cement Babelegi pipeline, which is positioned on the southern edge of the servitude, and the 450mm dia Nylstroom steel pipeline some 2m to the north of the Babelegi pipeline.
The capacity requirement for Steve Bikoville was 78ℓ/s (5 Mℓ/day over 18 hours pumping) in an 350mm dia pipeline with a flow velocity of 0,8m/s. However, due to the potential future expansion of the supply to Moretele LM, the capacity required was increased to 390ℓ/s (25Mℓ/day over 18 hours pumping) which will require a minimum 600mm dia pipeline for a flow velocity of 1,4m/s. Various pipes with diameters up to 900mm have been investigated. Based on the outcomes of a 20 year life cycle cost evaluation, the optimum design pipe internal diameter being 720mm. For the preliminary route along the existing servitude, the first order operating pressures for the pipelines have been provided in the table below. The flow used in the calculations is based on an 18 hour operational day.
Table 7.7a: Detail of pipeline for various flow rates to Babelegi and future Moretele reservoirs.
Pumping Pipeline Static Total Total Flow time diameter pressure headloss manometric head (Mℓ/day) (ℓ/s) (h) (mm) (m) (m) (m) 5 78 18 350 26 9 35 25 386 18 600 26 12 38 25 386 18 700 26 5 31
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Figure 7.6: Provisional route and pipeline long section
The selection of the pipe material will have a significant impact on the “surge” pressures, with the more ridged materials yielding a higher celerity (rate of pressure wave propagation), and associated pressure spike, and the more flexible materials providing a lower pressure spike. For a rigid pipe material, including steel and concrete pipe, the celerity rages from 1400m/s to 1700m/s. Based on a 4,78mm thick walled 350mm dia cement mortar lined steel pipe and a 6,4mm thick walled 600mm dia cement mortar lined steel pipe, peak pressure estimate based on Joukowsky’s law are tabled below. To obtain conservative values for the peak pressures, a complete reversal of flow is assumed.
Table 7.7b: Pipeline pressure ratings for 5 and 25 Mℓ/day flow rates (steel main)
Pipeline Total Pressure Probable Pressure Flow manometric Wave diameter head surge maximum celerity rating (Mℓ/day) (ℓ/s) (mm) (m) (m) (m) (m/s) (PN - Bar) 5 78 350 35 174 209 1422 22 5 78 600 27 47 74 1377 25 386 600 38 239 277 1377 28 25 386 700 31 139 275 1377 28
For a less rigid pipe material including uPVC and HDPE, the celerity ranges from 750 to
1 100m/s.
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Table 7.7c: Pipeline pressure ratings for flexible pipes
Wave Pipeline Total Pressure Probable celerity Pressure Flow manometric diameter head surge maximum rating (Mℓ/day) (ℓ/s) (mm) (m) (m) (m) (m/s) (PN) 5 78 350 35 127 162 1336 18 25 386 600 38 189 227 1275 24
7.8 Feasibility of adopting the Steve Bikoville Reservoir
The Moretele bulk water network has a critical shortage of balancing storage. The Steve Bikoville Reservoirs and the CoT Babelegi Reservoirs are situated at the prime locations to site the balancing reservoirs for Moretele. In the feasibility reports, the demand estimated ranged from 15Mℓ to 25Mℓ/day, dependent on the projected demand growth factor used. Based on the bulk storage requirement of minimum of 48 hours, the storage volume requirement for the Moretely supply is 30Mℓ to 50Mℓ, of which the mentioned reservoir could form part. The Steve Bikoville Reservoir and water tower is situated to the south of the pipeline servitude, adjacent to the N1 freeway (eastern side). This 5Mℓ circular reservoir with a flat roof was planned to supply water to the local area, Steve Bikoville.
A visual inspection of the reservoir had indicated that while the workmanship is not aesthetically pleasing, the concrete appears to be good quality. According to the contractor who built the reservoir, all joints were treated on the inside using flexible bandages. However, without proper testing, the actual functionality as a water retaining structure cannot be confirmed. The reservoir is situated at the most suitable site for providing a water supply to Moretele. The inlet pipe into the reservoir is a 200mm dia, the emergency overflow pipe and outlets are 250mm diameter. These are completely inadequate for the Moretele demand and marginally for the local demand. To convert this reservoir into a break pressure tank or command reservoir, several modifications to the design will be required. The outlet has to be enlarged to accommodate the estimated peak draw-off from the Moretele demand and a minimum 900mm dia opening from the reservoir is recommended. There are two options to accomplish this.
Firstly excavate below the reservoir wall and floor and install new 900mm dia outlet and encase the entire excavation with concrete. Alternatively, core a hole through the side of the reservoir to accommodate the new outlet. This will cut through several members of the tensile reinforcement of the reservoir at the point of maximum pressure. This will require remedial work to compensate for the loss of tensile strength in the reservoir wall, i.e. a secondary reinforced concrete wall running along the outside of the reservoir.
To upgrade the inlet pipework, three possible configurations are foreseen. Firstly to raise the pipeline to the roof of the reservoir and discharge into the reservoir through an existing access openings in the roof. In this event, special attention will be required to energy dissipation where the discharged water lands on the floor. The alternative is to have a bottom inlet by coring a new inlet through the reservoir wall. If the new outlet has been cored through the wall, the loss of tensile strength has to be accommodated for with the additional reinforcement requirement. If the new outlet has been excavated below the floor and
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After evaluation of the available design information of the reservoir, and assessing the risks associated with the altering of the tensile steel in the lower section of the reservoir wall, the preferred option is the installation of the new inlet and outlet by excavating below the reservoir wall and installing the new pipework, keeping the reservoir wall intact. To prevent stagnation of the water within the reservoir, the inlet and outlet should be at 90 degree on plan to each other with the inlet discharging away from the outlet. Once the feed to the Moretele LM has been commissioned, the high turnover rate of the water will remove the possibility of stagnation.
The upgraded overflow will have to be sized to discharge the maximum inflow into the reservoir. Two alternatives are available. The first would be to cut a horizontal slot out of the reservoir at the maximum water level which will discharge into a new chamber on the outside of the existing reservoir. This means that the slot will have to be 4m long, some 350mm high and do damage to the tensile steel. The alternative and preferred solution is to excavate below the reservoir wall as per the inlet and outlet and install the new overflow pipework. The first order sizing of the pipework is 800mm diameter.
This overflow currently is piped to the stormwater pond south of the site. If the new pipeline is piped as well, a large headwall will be required at the pond. The area is unsecured and there is a chance that the pipe will be used for shelter by the local community or livestock. Should the overflow the required in such an event, a substantial amount of water will flow down this pipe without warning, which could result in the death or injury. Accordingly, a shallow open channel could be used to convey the overflow off site and to the pond and a multi flow overflow with a small initial flow as warning and gradually building to a full flow.
The existing outlet to the water tower, the pumpstation and tower can be commissioned to supply water into the intended reticulation around the reservoir. The practical use of this tower in the Moretele supply by routing the 25Ml/day through this tank (<500m3) is not feasible.
7.9 Recommendations regarding using existing Steve Bikoville Reservoir
The following steps are recommended for the initial testing of the reservoir: • Undertake a structural assessment of the reservoir to exclude any "glaring omissions" and to make recommendations for further testing (if appropriate). Further testing may include coring, Schmidt hammer tests or scanning for reinforcing (the latter may then be compared to the drawings for consistency). • Appoint a "small works" contractor to isolate the necessary pipes, install the access ladder and perform other minor tasks prior to first filling of the reservoir. • If no glaring omissions or major inconsistencies are detected by the structural engineers, proceed with a controlled filling together with timed observations (e.g. fill to 1 m, allow to stand for 24 hours and observe for leakage, cracking, etc.). This
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controlled filling will help rule out the likelihood of any catastrophic failure during filling. • Following filling and provided there are no signs that testing should not proceed, the water-tightness test (to MW or alternative specification) may proceed.
The above testing could be effected at relatively low cost and is therefore advised regardless of the ultimate option selected to provide the necessary storage. In parallel with the testing, negotiation with CoT should proceed, and should make the taking over of the Moretele supply area conditional upon CoT providing some, it not all, of the necessary storage capacity. In the event that CoT are not in a position to relinquish any of the current capacity, and that no alternative site is identified, the supply to Moretele should be critically reconsidered.
7.10 Conclusion
In order to clarify the risks associated with taking over and putting the Steve Biko Reservoir into service, a risk register has been compiled. This register sets out a series of risks associated with the "unknowns" of this reservoir together with possible consequences and mitigating actions. Based on the inspection and the risks and mitigating actions identified it evident that, although certainly not ideal, the risks to Magalies Water would be manageable. Taking over of the reservoir (i.e. test, refurbish and put into service), however, would only provide a short term solution if the water supply to Moretele is to be taken over by Magalies Water.
Given that there is a backlog of housing (particularly low cost housing), it is unlikely to be easy or popular to expropriate any of the surrounding residential properties. The fact that the existing reservoir has been standing idle for as long as it has will also have biased the local population against any further development there. It is unlikely that the existing reservoir would provide any significant value in the event that a larger reservoir is to be constructed as a “second skin”. The existing reservoir would most likely result in additional cost - either due to demolition cost or the cost of accommodating and incorporating the structure - regardless of whether it is retained or demolished.
Based on this discussion, it appears that the most workable solution would be for Magalies Water to allow a tee connection to deliver into the Steve Bikoville Reservoir in the future while over the short term supply to the Babelegi Reservoir. Magalies Water operates the Nylstroom and Babelegi rising mains. The latter passes below the N1 near the site (as does the CoT pipeline to Steve Bikoville), and an additional pipe(s) could be jacked below the N1 to provide the necessary pipeline capacity. Providing a large box culver would be practical for future services.
In the event that the larger reservoir cannot be secured in the short term, the supply to Moretele can still proceed, albeit with operational constraints and is not recommended. These constraints may include that the bulk supply could be prone to outages, as the reservoir would be operating as a command reservoir (or break tank) and there would be substantial reliance on the pumps and rising main for the necessary capacity. This would mean that any interruption in the latter would soon translate to a supply interruption due to inadequate storage, leading to dissatisfied users on the system. Based on the existing
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Feasibility Report July 2013 supply being the storage reservoirs in CoT, a less reliable system, i.e without storage, is not recommended. A new reservoir (or use of existing) is thus a pre-requisite for the new supply. The most likely new reservoir site for supply to Moretele is directly north of the Babelegi site. The ownership thereof needs to be determined and also that of the open strip between the dwellings and the N1.
8. KLIPVOOR DAM PREVIOUSLY PROPOSED REGIONAL SCHEME (Ref 12 and 8)
8.1 Introduction
The Klipvoor Dam was previously investigated as a regional source for the Moretele area via two main systems to distribute water from a new treatment works downstream of the dam. One pumping main towards the south and west could supply potable water to rural villages in the LM of Madibeng including Fafung and Legonyane. A larger system to the east was proposed to supply the remainder of the Moretele LM presently not served with piped water, ie. Sutelong, Ruigtesloot, Klipvoor, and as far south as Mmakgabetlwane, Shakung and Moiletswane north of Winterveld, and to the east up to Syferkuil and Makekeng situated west of Radium and Pienaars River, and south of Bela-Bela. This latter rising main could also be used as a supplementary supply to the existing rising main from Klipdrift WTW to Bela-Bela. A system analysis of all existing water sources could lead to an effective regional scheme utilising all available water resources, ie. Klipvoor, Roodeplaat, Donkerpoort and Warm Bath Dams, and treatment and bulk conveyance infrastructure to serve potable water to all users in the region in the Pienaars/Apies/Moretele and Nyls River region.
8. 2 Population and area served by Moretele Water Supply Scheme.
Table 8.2 shows the population and bulk pipelines in the Moretele WSS situated in the south-eastern part of the LM as per 2001 Population Census from Stats SA. The map below the table reflects all people counted per numerated area and includes some rural areas not covered by the bulk supply due to these being too far away from the pipelines. The population density outside of the villages served with the piped water is, however, low and these would not have a large impact on the figures shown. Table 8.2 shows the data for each of the four pipeline systems, ie. the East Bank (EB) system, the larger West Bank (WB and CWB) system, the Mogogelo and Western systems. The table shows that in 2001, about 200 000 people resided in the area served by these four pipeline systems, of which some 139 000 were in the area served by the EB and WB systems. The remaining 61 000 people in 2001 resided in the Mogogele and Western system area of supply which may possibly not be supplied from Klipdrift WTW due to the distance and associated costs.
The ground level elevation of Klipdrift, Steve Bikoville, Babelegi and Temba Reservoirs are very similar at nearly 1100 m amsl. The elevation of the ground near the West Bank and East Bank flow meters are at about 1070 m and 1060 respectively. With the reservoirs near empty the pressures on the two mains are thus about 30 m and 40 m under low flow conditions. The pipelines on both sides of the Apies River are mainly parallel thereto and supply villages as elevations between 1 050 and 1 020 m amsl. The maximum pipeline pressures, with full reservoirs and low flows, are thus below 100 m, mostly 30 to 80 m.
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Under maximum peak flows, the pressures are very low and may possibly not be able to fill the elevated towers at all times. These are at the top water level of 1 060 to 1 066 m in Makapanstad and Opperman respectively. It would make sense to install small booster pumps if and when this becomes an issue, as was stated as such in the CoT master planning. This is, however, a LM function. Due to the flat topography, no suitable sites have been identified for a bulk supply storage except as the Steve Bikoville Reservoir site. The Steve Bikoville Reservoir, located east of the N1 freeway, is situated at approximately 1 105 m amsl. The reservoir is approximately 8,4 m high and the reservoir complex includes a booster pumping station and an elevated tower. The low water level (LWL) of the tower is reportedly 14 m above ground level. This level is, however, unconfirmed.
Table 8.2: Area and population served by Moretele WSS
2011 2001 Area Water use Water use Estimated Cumulative Description (see map) 2008 (Mℓ/day) (ℓ/c/day) Population population EB1 9 143 9 143 East Bank System 4 144 EB2 11 317 20 460 EB3 7 412 27 872
WB1 1 445 1 445 West Bank System 12 144 WB2 8 907 10 352 WB3 7 292 17 644
CWB1 4 485 4 485 CWB2 675 5 160 CWB3 4 830 9 990 27 634 WB4 5 333 32 967 WB5 10 548 43 515 WB6 3 027 46 542 WB7 23 205 69 747
CWB4 390 390 CWB5 682 1 072 CWB6 463 1 535 CWB7 858 2 393 CWB8 634 3 027 72 774 WB8 10 904 83 678 WB9 18 002 101 680 9 427 111 107 138 979 East plus West Bank 16 144 Mogogelo 15 693 15 693 WS 2 573 Western System 5,2 114 W2 1 717 4 290
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2011 2001 Area Water use Water use Estimated Cumulative Description (see map) 2008 (Mℓ/day) (ℓ/c/day) Population population W3 3 832 8 122 W4 5 824 13 964 W5 2 419 16 374 W6 11 504 27 878 W7 17 543 45 421
Eastern system
East Bank (EB) system
West Bank (WB) Western system system
Mogogelo
Figure 8.2: Moretele BWS system
8.3 Klipvoor area previous feasibility study
8.3.1 Project area
• Geophysical environment: The Klipvoor feasibility study area comprises the northern parts of the Moretele LM and Madibeng LM districts in the North West Province. The area is rural in nature. Average annual rainfall is approximately 500 mm and summer rainfall predominates, mainly between October and March. The area drains to the Moretele River or its tributaries and most of the villages are upstream of Klipvoor Dam. Annual average evaporation is over 2 200 mm and higher in summer. Annual monthly temperatures vary from 12 to 25° C. Prevailing winds are light to moderate in a north- easterly direction, occasionally south-easterly in winter, and typical wind speeds are 2,5 to 3,5 m/s. The Borokalalo Nature Reserve is located within the area and the environmental sensitivity of the proposed water supply infrastructural development within the reserve thus requires careful consideration.
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• Socio economic conditions: The Klipvoor area comprises 35 communities and had an estimated 16 885 households in 2000, or a population of 114 818 based on 6,8 persons per household. These figures were determined after interviews with leaders in each community supplemented by counting the number of houses. The rural area contains no significant industry. Although some arable and cattle farming takes place, many of the residents relied on pension income (around 14%), income remitted from urban areas or they commute to jobs in urban centres such as Madibeng/Brits, Tshwane or even Johannesburg. The main development axis is south of the area from Ga-Rankuwa through Mabopane and Winterveldt to Temba. Average monthly income was R1 167 per household. No, or only a low population growth was expected in the rural area.
Within the Klipvoor area the existing source of water for domestic use is almost exclusively groundwater, while surface water is used for stock watering and irrigation. The water quality and yield of groundwater is generally unsatisfactory and in cases inadequate with localised areas of high fluoride concentrations (especially north of Klipvoor Dam). Nitrate concentrations and instances of fecal contamination are common. Accessibility (the probability of a borehole yielding more than 0,1 ℓ/s) is greater than 60% while exploitability (the probability of a borehole yielding more than 2 ℓ/s) is in the range 20 to 30%. For this reason, a surface water system was proposed. On average, residents in 2000 were paying water vendors R54 per month, or if they obtained water from boreholes, R16 per month. The average willingness to pay for the RDP level of service was previously stated as R9 per household per month, however, for yard connections the figure per household was almost R25 per month. The average water use was about 11 ℓ/c/day.
• Water resources: The three alternatives considered by JICA for the Klipvoor feasibility study area all utilised the Apies/Pienaars River system in the Crocodile River catchment. The new treatment works was proposed to be positioned downstream of Klipvoor Dam (with a capacity 120 Mℓ/d or 43,8 million m3). The alternative source of supply considered for the region (Alternatives 2 and 3) was Klipdrift WTW. This was, however, not recommended as the future source in the study.
• Institutional historic situation: The key second and first tier stakeholders in the area are Magalies Water and the Department of Water Affairs respectively. DWA is an important role player at both national and provincial level. The traditional role of MW was that of a bulk supplier only. However, under current water and sanitation policy, water boards are also tasked with third tier support functions. In April 1996, Magalies took over the functions of North West Water Authority (NWWA) in parts of the previous Bophuthatswana within the proclaimed MW supply area. As a result, MW assumed responsibility for the maintenance of many boreholes and pipelines, a third tier function. Staff from NWWA joined MW for an initial one year period until a management structure, new roles and personal terms and conditions were determined. This arrangement has since been finalised.
8.3.2 Population, level of service and water demand
A study on demographic and socio-economic conditions in the area was conducted during the JICA study which concluded that there would be no future growth in population. It was
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Feasibility Report July 2013 foreseen that the natural growth would be offset by migration of an equal number to urban areas. Comparison of orthophotos with the aerial photographs taken under the pilot projects confirmed this, in that virtually no increase in the number of households was apparent in the three project communities observed. The results of the JICA questionnaire survey also indicated no significant demographic or socioeconomic diversity among the communities. The situation observed in the pilot project communities was accepted as being representative of the rest of communities.
Per capita water use also determines the water demand in that the rate increases as the standard of living improves. A planning horizon of 10 years is thus usually adopted to determine the water use and the size/capacity of infrastructure required. The critical matter was identified as not being the gradual increase of the per capita water use, but rather whether water supply infrastructure should from the outset be planned on the basis of RDP standpipes, or on yard connections. Communities expressed dissatisfaction with standpipes and a preference for yard connections. The level of water demand in communities was already higher than the RDP level of 25 ℓ/c/d, and the real issue was whether or not communities could afford to pay for the higher level of service. Instead of setting a planning horizon and growth scenarios, the study estimated water demand for each of the following levels of service:
• Service Level A (Case A): 100% of households supplied through standpipes at the RDP level of service at an average per capita consumption rate of 30 ℓ/c/d (AADD) including an allowance of approximately 15% for leakages. • Service Level B (Case B): 90% of households supplied through yard connections (85,6 ℓ/day) and the remaining 10% through standpipes (30 ℓ/c/d) in accordance with the RDP level of service, giving a weighted average per capita consumption rate of 80 ℓ/day (AADD) including an allowance of approximately 15% for leakages.
8.3.3 Water supply alternatives
• Alternatives: Three technical alternatives were evaluated during the master plan stage. As part of this feasibility study, those alternatives were re-examined using the Case B water demands. o Under Alternative 1, the entire Klipvoor area, ie. Klipvoor West, East and Moretele North Supply Blocks, was assumed to be supplied from the new Klipvoor WTW. This required no supplementary supply from sources other than Klipvoor Dam. o In Alternative 2, Moretele North Supply Block was assumed to be supplied from Klipdrift WTW through the existing Klipdrift-Modimolle pipeline or a new pipeline from Klipdrift WTW, while both Klipvoor West and Klipvoor East Supply Blocks were supplied from the Klipvoor WTW. o Under Altemative 3, both Klipvoor East and Moretele North Supply Blocks were supplied from Klipdrift WTW through the existing Modimolle pipeline or a new pipeline from Klipdrift WTW, while Klipvoor West Supply Block was supplied from the Klipvoor WTW.
• Infrastructure planning: For each of the above three alternatives, a water supply infrastructure plan was prepared. As a general principle, water from a treatment works
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was to be pumped to a regional reservoir from where it would be distributed through bulk supply pipelines to service reservoirs in each community. A water meter on the service reservoir inlet would form the interface between the second and third tier organizations; thus the service reservoirs would form part of the retail infrastructure operated by, or on behalf of the third tier.
• Bulk infrastructure: Communities were identified on orthophotos and a location for a service reservoir selected, at a high place within or immediately adjacent to each community. These service reservoirs were planned to receive water either from a treatment works or from a regional reservoir through bulk supply pipelines and to feed the reticulation system in the community by gravity. Given the small capacity required, most were planned to be pressed cellular elevated steel tanks. Bulk supply pipelines connecting water treatment works to service reservoirs were routed following existing roadways to minimize land acquisition and adverse impacts on the environment. Hydraulic analyses were conducted on the basis of the Case B water demand to ensure that the dynamic water pressure would remain higher than the ground elevations along the supply pipeline routes, and that each community would receive its summer peak day demand. This determined the size of bulk supply pipelines as well as the head where pumping was necessary.
• Retail infrastructure: The capacity of each service reservoir was determined, taking into account the water demand of the community and whether the reservoir was to be fed by pumping or by gravity. This was done for both Case A and B water demands, and the number of units and their capacities were determined for each service level. Reticulation pipelines were planned for the Case B water demands. Pipelines were sized to ensure that the residual dynamic pressure was adequate throughout the system to maintain a supply through yard connections under the designed instantaneous peak flow condition. For the Case A water demands, some of the pipes planned for Case B were omitted, taking the distribution of standpipes into consideration.
8.3.4 Recommended water supply plan
Comparison of alternatives: The three alternatives were further evaluated and compared. Alternative 1 will require the least capital cost with Alternative 2 being second. As the capacity of Klipdrift WTW (18 Mℓ/day) had been fully utilized, the expansion was necessary in the case of Alternatives 2 and 3 by 4 Mℓ/day and 13 Mℓ/day respectively. Magalies Water had confirmed that the minimum expandable size for the works was 18 Mℓ/day. The full cost of a 18 Mℓ/day extension had thus been included for both alternatives despite the smaller water demands.
A hydraulic analysis of the bulk supply line from Klipdrift WTW to Modimolle at the time indicated that the pipeline could accommodate the Alternative 2 water demand. However, the hydraulic capacity was too small to carry the Alternative 3 demand while also meeting the existing water demands. This indicated a new 400 mm diameter pipeline approximately 35 km from Klipdrift WTW to Klipvoor to meet the Alternative 3 water demands. For Alternative 2, a cost for sharing the existing bulk supply pipeline was calculated on the following basis:
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Sharing cost = (Current construction cost of existing pipeline x (Alternative 2 water demand) / (Hydraulic capacity of existing pipeline)
Under Alternative 3, the additional treatment capacity at Klipvoor WTW was only 2 Mℓ/day which was seen as too small for continuous operation (ie. on a 24 hours/day and 7 days/week basis). Although increased to 11 Mℓ/day in Alternative 2, it still seemed to be relatively small for a continuous operation. Some extra treatment capacity, therefore, might have to be added for Alternatives 2 and 3 in order for the works to be able to operate at least on an 8 hours/day and 5 days/week basis but no extra costs had been included.
Energy for pumping was estimated as the product of volume of water and required head for each pumpstation and the products obtained were summed. The results indicated that Alternative 1 would require the least energy among the three alternatives. Other components of O&M costs such as chemicals and personnel costs showed no significant difference between the three alternatives. With Alternative 1 being self-contained, this has no impacts on the operation of existing systems. Alternatives 2 and 3 would have implications for the operation of the existing Klipdrift water supply system. Based on the above, the JICA study team recommended Alternative 1 as the preferable water supply.
Description of water supply recommended: Two separate high lift pumping systems were proposed from Klipvoor WTW. The smaller system, rated at 21 ℓ/s based on summer peak day demand for the Case B level of service (80 ℓ/c/day), could supply the Klipvoor West Supply Block from a regional reservoir on top of the Mogosane Hills which form the southern abutment of Klipvoor Dam. From the reservoir, the system would supply communities to the south as far as Kgomo-Kgomo under gravity including a branch to Fafung and Ga-Rasai. A booster pumping station is required at Kgomo-Kgomo to supply Ga- Tsogwe, the most southerly community in this system. The other system, rated at 138,6 ℓ/s based on summer peak day demand for the Case B level of service, will supply the remaining areas comprising the Klipvoor East and Moretele North Supply Blocks. A regional reservoir would be located approximately 7,6 km north-east of the works at the high point in the system. From here, the pipeline would run eastwards with branches to the north to Lebotlwane North and Mokobjane and south to Lebotlwane South and Tlholwe before reaching a major bifurcation.
The southern fork could cross the Moretele River after which a branch would supply Sutelong and Ga-Hadebi. South of Sutelong, a booster pumping station would be required. From Makgabetlwane, a branch could supply Dikgophaneng with another branch to Botshabelo and the neighbouring communities. A further booster pumping station would be required south of Makgabetlwane to supply the southern extremity of the system through Shakung as far as Dipompong. The northern fork could supply Bollantlokwe after which a booster pumping station would be necessary to supply Slagboom where a further regional reservoir would also be located. Due to the higher elevation of the communities in the Moretele North Supply Block, it was seen necessary to provide a further booster pumping station downstream of the regional reservoir. From here, the main pipeline could be east through Transactie, Ngobi, Swartboom and on to Makekeng with branches southwards to Selepe, Dipetleloana and Makgapha and Rhenostervlei en-route.
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8.3.5 Availability of raw water
The Department of Water Affairs had confirmed that there was excess water available in the Pienaars River system in 2000 and so water availability would not be a problem. The natural runoff is heavily supplemented by return flows from a number of sewage treatment works serving the urban areas of Tshwane, Temba and Soshanguve. These include Rooiwal (200 Mℓ/day), Wallmannsthal (50 Mℓ/day), Baviaanspoort, Temba and Makapanstad WTW. Return flows (approximately 90 Mm3/a on an annual average basis) were to increase as water use rises and sewerage systems become more widespread. This would lead to increased capital and operational costs for water treatment and presents a challenge as regards management of river and dam water quality.
8.3.6 Klipvoor Water Treatment Works
Under the recommended water supply plan, all communities would be served from a single new water treatment works located downstream of Klipvoor Dam. The sites identified for the proposed intake, water treatment works, regional reservoir and associated access roads and pipework at Klipvoor Dam were within the Borakalalo Nature Reserve and sensitive from an environmental perspective. Raw water would be abstracted from a gauging weir on the Moretele River 750m downstream of the dam identified as a suitable intake site. DWA had confirmed that they had no objection to the weir being used to provide a pond for the intake provided the primary purpose of the weir was not compromised. The river has low turbidity which is consistent with conditions upstream in the Pienaars River catchment. Seasonal algal growth is significant in both the impounding reservoir and the Moretele River and will necessitate additional treatment to remove taste and odour. A comparison indicated that water quality improved in the river with respect to average levels for most parameters and especially with respect to peak levels of nitrites / nitrates, phosphates and ammonia.
The treatment works was sited nearby on the north bank of the Moretele River and on the south side of the road. Using a hand auger indicated a depth of red sandy topsoil of approximately 1 m overlying a harder layer of similar material which appeared to be a suitable founding strata.
The required treatment capacity based on peak summer daily demand was 6 Mℓ/day for Case A (30 ℓ/c/day) or 15 Mℓ/day for Case B (80 ℓ/c/day). Two streams of 3 Mℓ/day would be constructed in the event of Case A with provision for expansion by a further three streams in the event of the higher level of service (80 ℓ/c/day) being required at a later date. Alternatively, five streams could be built at the outset for Case B. The treatment process proposed comprises powdered activated carbon dosing, flocculation, dissolved air flotation, rapid gravity filtration and disinfection. Provision should be made for sedimentation, probably required infrequently, to deal with high turbidity during exceptionally high rainfall. This was based on operational experience at Klipdrift WTW. It was proposed that the works be sized on the basis of continuous operation due to the high capital cost of constructing additional capacity to facilitate intermittent operation.
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8.3.7 Project cost and implementation schedule
Costs: Capital costs for each alternative (Case B) were construction costs in 1997 excluding P&G or an allowance for contingencies. Capital costs were estimated on the same basis but for the RDP level of service (Case A). The difference of costs between the two is not as significant for bulk supply infrastructure as it is for retail supply infrastructure. This is because the cost of bulk supply pipelines, which usually comprises a major portion of the total bulk infrastructure cost, is the same for both levels of service. The capital cost for Case B included the cost of providing yard connections to 90% of households in all communities. The issue of whether the cost should be included or not needed to be discussed further with stakeholders.
Implementation schedule: A time schedule for the implementation of the Klipvoor scheme was presented based on the construction work divided into three contract packages each corresponding to one of the three supply blocks in the area. This arrangement would increase administrative work but seen to be necessary to ensure the completion of the project by the target year. It was estimated that 18 months be necessary for each of the Klipvoor West and Klipvoor East supply blocks and 12 months for the Moretele North supply block. Priority was given to Klipvoor West as this included the new water treatment works. The second priority was Klipvoor East as this involved the largest total length of bulk and reticulation pipelines. Careful scheduling of work during the construction stage would also allow partial commissioning of the system to begin even before the completion of the contract.
9. KLIPDRIFT OR KLIPVOOR TO WATERBERG (Ref 11)
9.1 Background
The water supply to Bela-Bela and Modimolle (within the Waterberg District Municipality, Limpopo) has been augmented since 1995 by a pipeline from Klipdrift WTW due to limited surface water sources in the area. When the Olifants River Water Project was conceptualised, it was anticipated that Mookgophong would also get water from that system, but later assessments indicated that the system is fully allocated between the new mining developments in the Steelpoort and Mogalakwena area, as well as the water supply to the Nebo plateau area in Sekhukhune District. It was therefore decided to investigate Mookgophong in the Waterberg study (Ref 11). The study stated that the output needed to be taken further to a proper feasibility study on the preferred option for augmentation in order to ensure long term sustainable water supply to this area.
9.2 Overview of the project
Purpose of the project: The purpose was to determine the best long term water augmentation solution for Bela-Bela, Modimolle and Mookgophong LMs by:
• Reducing usage of water by Modimolle for use by Bela-Bela as an immediate relief. • Evaluating options for augmenting of existing system such as increasing the capacity of the current bulk transfer pipeline, installation of a new parallel pipeline, as well as an extension of the Magalies bulk pipeline to Mookgophong.
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The Klipvoor regional supply around the dam was thus not addressed.
Pre-feasibility (completed March 2009): The project investigated the future growth and demands in the area and possible solutions based on analysis of the current and future demands and supply needs. The study made recommendations for possible solutions based on estimated future growth and water demand, water resource availability, and costs.
Further work (2009/10): The additional work was to determine groundwater availability for the augmentation of supply, focussing on Mookgophong where water scarcity was preventing developments in the town.
Study area: The area comprises the three local municipalities on the eastern part of the Waterberg DM as per the map below.
9.3 Completed feasibility study: surface water
9.3.1 Service extent and current sources
• Bela-Bela LM: Bela-Bela obtains raw water from the Warmbaths and Platrivier Dams and borehole systems, and potable from Magalies Water who provides some 45% of the total use. The LM provides the remaining from local surface water sources and four boreholes that have been in operation since 2007.
• Modimolle LM: Modimolle provides water services to the towns in the municipality. It obtains bulk water from the Donkerpoort Dam and borehole systems, as well as from Magalies Water which provides 51% of the total use. The municipality provides the
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remaining from both local surface water sources and Perdelaagte borehole to the town, the Mabaleng borehole to Alma; and Mabatlane borehole to Vaalwater.
• Mookgophong LM: The municipality is the only water services provider in the area and provides water from the Welgevonden Dam, borehole systems and an old tin mine.
9.3.2 Klipdrift-Modimolle pipeline
The pipeline from Klipdrift supplying water to Bela-Bela and Modimolle was designed for 10 Mℓ/day but is operated at between 14 and 16 Mℓ/day. This was taken into account for demand projections.
9.3.3 Current and future water demand
Current demand: The following table shows the average annual daily demand (AADD) obtained from the municipalities and the average volume of sewage effluent treated by each. The volume of sewage gives an indication of how demand is being managed and implies that Bela-Bela is better at it.
Table 9.3.3a: Average water demand, volumes wastewater treated and ratio
Average vol % AADD Local municipality sewage treated (sewage (Mℓ/d) (Mℓ/d) treated/AADD) Bela-Bela 7,799 4,524 58 Modimolle 9,454 3,201 34 Mookgophong 6,618 1,701 26 Total 23,871 9,426 39 AADD for Mookgophong is projected - real use is 4,574 due to water source limitations
Summary of future water demand projections: The table below summaries the current demand and the projected demand up to 2035. A total of between 12 and 15 Mℓ/day will be required by 2030.
Table 9.3.3b: Current and projected water demands
2010 Projected demands (Mℓ/d) Local Municipality use – urban 2025 2030 2035 Bela-Bela 7,799 9,315 9,890 10,164 Modimolle Low (MLow) 9,454 11,233 11,781 11,781 Modimolle High (MHigh) 9,454 13,973 14,521 14,794 Mookgophong 6,618 7,945 8,241 8,516 Total 1 (MLow figures) 23,871 28,493 29,912 30,461 Total 2 (MHigh figures) 23,871 31,233 32,652 33,474 Additional Requirement 1 4,622 6,041 6,590
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2010 Projected demands (Mℓ/d) Local Municipality use – urban 2025 2030 2035 Additional Requirement 2 7,362 8,781 9,603 Including current over capacity 1 6,000 10,622 12,041 12,590 Including current over capacity 2 6,000 13,362 14,781 15,603
Notes: • These figures are based on current average daily demand figures obtained from the local municipalities. • The figures in orange (last two rows) are the figures used for the cost estimates.
9.3.4 Regional perspective
When identifying the Klipvoor Dam as a possible source for importing water to the area, the regional implications had to be managed. There are major economic developments in Lephalale, including a new coal mine, a power station and, possibly later, the next Sasol plant. CoT had applied to DWA to increase its abstraction license for Temba to 90 Mℓ/day. Temba may thus no longer require the about 10 Mℓ/day supplied by Magalies Water from Klipdrift which could enable 20 Mℓ/day to be supplied to Limpopo. A license was issued in 2011 for 130 Mℓ/day but this still includes the supply (of about 24 Mℓ/day) to Moretele.
Moretele’s southern area is supplied by Tshwane from Temba, but CoT prefers not to supply the region. Moretele has indicated that it estimates utilisation of Klipvoor Dam to supply the northern area at about 6 Mℓ/day. These volumes have been incorporated into Option 5 (only Moretele North) and 6 Mℓ/day (Moretele North and South), but demand projections for Moretele have not been included in the study. For defining and costing the various options, Klipdrift’s capacity had been assumed as 21 Mℓ/day, ie. the existing 18 Mℓ/day plus the additional 3 Mℓ/day required for Steve Bikoville.
9.3.5 Options analysis
• Augmentation from local sources: The study area is characterised by the Springbok Flats in the south and west (mainly Bela-Bela and Mookgophong), forming part of the Olifants catchment; and the Waterberg Mountains in the north and east, which mostly form part of the Crocodile West/Marico catchment. Local surface water resources are limited and have been exploited to the maximum and no sites are available for further impoundments/dams. • Import options: In terms of import options, there are two possibilities, ie. additional supply from:
o Roodeplaat Dam/Apies/Pienaars catchment (Options 1 to 3), or o Klipvoor Dam/Upper Moretele catchment (Options 4 to 6).
The Roodeplaat/Pienaars catchment may already be over-allocated and Options 1 and 2 are unlikely in terms of water resources availability, but Option 1 does not require additional water allocation. Six options have been identified with two scenarios considered for each; a new pipeline next to the existing to:
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o supply additional requirement only (Option A). o replace the existing pipeline and supply the entire future demand (Option R).
Table 9.3.5: Options investigated under Magalies Water to Waterberg study (2009/20)
Existing Additional supply (Mℓ/day) to Source Remarks Option Temba Bela- Bela-Bela Modimolle Modimolle Mookgo- (Mℓ/d) (Mℓ/d) supply Bela OT Res OT Res phong 1A Klipdrift (21) 0 10 5 5 5 0 Klipdrift not extended IR Klipdrift (21) 0 20 10 10 10 0 Klipdrift not extended 2A Klipdrift (36) 11 15 5 10 5 5 Klipdrift extended (to 36) 2R Klipdrift (36) 11 25 10 15 10 5 Klipdrift extended (to 36) 3A Klipdrift (26) 0 15 5 10 5 5 Klipdrift extended (to 26) 3R Klipdrift (26) 0 25 10 15 10 5 Klipdrift extended (to 26) 4A Klipvoor (15) 11 15 5 10 5 5 Klipvoor developed (to 15) 4R Klipvoor (25) 11 25 10 15 10 5 Klipvoor developed (to 25) 5A Klipvoor (21) 11 15 5 10 5 5 Moretele North supply (to 6) 5R Klipvoor (31) 11 25 10 15 10 5 Moretele North supply (to 6) )
Note: Options not considered relevant (see text below)
These options cannot be compared as alternatives as they do not all serve the same users. The main differences are: o Option 1 makes no allowance for Mookgophong but the rest do at 5 Mℓ/day o Only Option 5 allows for a supply to the Moretele North area at 6 Mℓ/day o Options 1 and 3 stop the supply from Klipdrift to CoT which is thus provided to Moretele (South) GWS from Temba only.
In all cases the options allow to replace the existing main with a new (R) or to add a new pipeline parallel to the existing (A). As the existing main is only 20 years old, options R are not relevant and can thus be ignored under this study. Klipdrift WTW is presently being extended to 42 Mℓ/d and Options 1 and 3 (A and R) are thus no longer applicable. The only remaining options are thus Option 2 with an additional 15 Mℓ/d supply from Klipdrift to the north, and Option 4 with an additional 15 Mℓ/d supply from Klipvoor Dam and WTW to be developed, and Option 5 which is similar to Option 4 but adds an additional 6 Mℓ/d capacity to the WTW to supply the Moretele North area.
Options 2A and 4A are similar with the same volumes supplied to the north and can thus be compared directly. The costs of these options do, however, vary with Option 4A (R615m) being about 50% higher in cost than Option 2A (R416m) mostly due to the longer pipeline from Klipvoor than from Klipdrift WTW to the Bela-Bela off-take. Developing a new plant far away from existing infrastructure will also be more expensive. The higher difference in elevation and operation two rather than one (Klipdrift) plant will also make the operating and maintenance costs higher for Klipvoor (Option 4A). Based thereon, Option 4 would only be preferred if there is not sufficient water at Klipdrift to construct another extension after the present one, ie. sufficient for (42+15 Mℓ/d=) 57 Mℓ/d, or 20,8 million m3/a in total.
Only Option 5 has allowed for a supply to the Moretele North area of 6 Mℓ/d. This supply should be considered even if the Klipdrift WTW was to be the source but with a distribution main from Pienaars River into the region. Option 5 has only allowed for an off-take from the
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The Dr JS Moroka LM region east of Pienaars River and north of Rust de Winter Dam was not considered to be supplied from the Klipdrift or Klipvoor BWS and identified to be considered under this study as a possible supply option.
9.3.6 Recommendations: surface water
• Long term: regional solution: It was clear that any solution would have to be an inter- regional (between WMAs, provinces and municipalities) and that any further consideration of augmentation has to be planned and managed on a regional basis and coordinated by DWA. • Water resources considerations: The Crocodile West/Marico Reconciliation Strategy showed that the catchment has additional water to be allocated. It was, however, not detailed enough for a conclusion as to whether water will be available in the Moretele sub catchment. The developments in the Lephalale area also place demands, and power generation has already been declared an industry of national strategic importance, although domestic and environmental demands have a higher priority. A detailed yield analysis of the Moretele River sub-catchment would be required to determine water availability in the Klipvoor Dam catchment for export to Moretele LM and the study area. • Cost summary: The cost of import options considered varied between R449 to R1891m with the latter identified as the preferred long term option.
9.4 Completed feasibility: groundwater
9.4.1 Existing groundwater use
The initial groundwater investigation indicated the possibility for further exploitation of groundwater in the study area. It was recommended that the augmentation by means of refurbishment of well fields and boreholes, with the determination of possible further groundwater sources to be exploited.
Groundwater abstraction data was extracted from the WARMS database (DWA, 2008), and analysed per geological unit, per quaternary catchment, and per water use type (all per LM). Mookgophong has the highest groundwater use (about 33 Mm3/annum), followed by Bela- Bela (some 24 Mm3/annum) and Modimolle (16 Mm3/annum). Agricultural activity was the dominant groundwater user, representing approximately 94%, 99% and 91% of the total groundwater use within Bela-Bela, Modimolle and Mookgophong respectively. The other three water use types (industry, recreation and urban) consumed relatively small amounts of groundwater.
9.4.2 Groundwater potential
The (2009) report presented data but no final conclusions regarding the groundwater exploitation potential. It did indicate a great possibility for additional exploitation of groundwater, and further investigation needed to be done, especially until a regional supply system is implemented. The following conclusions were drawn:
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• Existing verified data (Ref 11) and a large quantity of unverified data were available. • The data indicated good yielding groundwater sources to be available. • The chemical analysis indicated ideal to poor quality, but that it is possible to obtain reasonably good groundwater quality. • The listed 20 to 30 year groundwater monitoring within the area indicated very little to no over-abstraction from groundwater sources. • The geological structures analysed, geophysical profiles and different geological formations present within the study area indicated favourable exploration sites.
9.4.3 Situation in Mookgophong
In Mookgophong town, current demand (6,6 Mℓ/day)exceeds supply capacity of local sources (4,5 Mℓ/day) and all new developments have been stopped until the water situation can be solved.
9.4.4 Recommendations: groundwater
• Short to medium term: groundwater solution: Refurbishment of existing groundwater resources would improve the assurance of supply. There is a good groundwater development potential and initial results show a number of boreholes in use. There is potential for artificial recharge, but almost no detail site-specific hydro-geological or time series groundwater use data was available. It was suggested to refurbish existing well- fields, obtain baseline data and proposed that an aquifer development plan for all towns involved be prepared.
• Operation and maintenance: O&M of the well fields are a concern and lead to low assurances of supply. Improvements on assured yields can be obtained through a borehole refurbishment programme, testing the remaining and repairing and equipping existing boreholes. Staff require aquifer management training (available from DWA) and a site-specific management plan. A training programme could consist of the following elements:
o Introduction to site-specific aquifer conditions and aquifer mechanics. o Monitoring of individual boreholes. o Analysis and interpretation of borehole data and selecting appropriate management actions. o Maintaining equipment (pumps, pipes, electrical components etc).
• Baseline data: Limited monitoring data made it difficult to comment on the long-term sustainability of the aquifers and the efficiency of individual boreholes but a detailed monitoring plan should be implemented. The following need to be part of the proposed detail monitoring plan to establish baseline data:
o Detailed hydro-census within the municipal boundaries. Many private users use groundwater for domestic use which, as a group, might have a substantial influence on regional aquifers. o Hydro-census around town boundaries as many agri-industrial activities are not registered at DWA, and may have influences on regional aquifers.
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o Development of a detailed monitoring plan; consider limited DWA and municipality monitoring data and designing case-specific monitoring plans, based on the more detailed hydro-census data. o Installation of continuous water level monitoring equipment at all production boreholes. o Installation of newly calibrated flow meters at all production boreholes. o Monthly water quality samples of all production boreholes to built time-series data of possible water quality variations. o Three monthly water level measurements of surrounding boreholes identified during the detailed hydro-census.
• Proposed aquifer development plan: Limited drill logs from existing boreholes and hydro-geological data were available to describe site-specific aquifer characteristics, making it difficult to assign long-term sustainable yields. Aquifer boundaries, strike depths, water qualities at different depths and aquifer thicknesses need to be estimated as part of a more detailed feasibility study. The following actions need to be included to develop an aquifer development plan:
o Airborne geophysics including magnetic and electro magnetic data. This relatively inexpensive method will help with successful development of new high yielding groundwater resources and define aquifer boundaries. o Use airborne geophysical data, select aquifer specific exploration targets and drill five to eight exploration boreholes at each area of investigation. o Test successful boreholes (quantity and quality). o Develop site-specific numerical models and test regional aquifer sustainability. o Design and propose a detailed aquifer development plan for each town.
10. INVESTIGATION INTO FAR NORTH-WESTERN SECTION OF DR JS MOROKA LM (REF 12)
10.1 Project area
• Geophysical environment: The area, previously referred to as Moretele 2 and situated in the Nkangala District Municipality of Mpumalanga, is rural in nature. Average annual rainfall is approximately 510 mm and summer rainfall predominates mainly between October and March. The region drains to the Gotwane, a tributary of the Elands River, and Mkombo (previously Rhenosterkop) Dam. Annual average evaporation of over 2 200 mm is higher in summer than in winter and annual monthly temperatures vary from 12 to 25° C. Prevailing winds are light to moderate in a north-easterly direction and typical wind speeds are 2,5 to 3,5 m/s. The area does not include any nature reserves or national parks which merit consideration from an environmental perspective.
• Socio economic conditions: The area comprises various villages and communities. It is rural and has no industry being remote from the corridor of development between Witbank to Pretoria and north to Temba. Although some arable and cattle farming takes place, many of the residents rely on pension income, income remitted from urban areas
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or they commute to jobs in urban centres in Gauteng. Average (1997) monthly income was low at some R1 466 per household. No population growth was expected in the area.
The water sources for domestic use, stock watering and irrigation are almost exclusively groundwater. The water quality is generally unsatisfactory particularly with respect to nitrate concentrations with instances of fecal contamination. Accessibility, (the probability of a borehole yielding more than 0,1ℓ/s), is greater than 60% while exploitability (the probability of a borehole yielding more than 2ℓ/s), is greater than 40%. However, the quality is particularly variable in the area which compounds problems when trying to further exploit groundwater sources. • Water Resources: The area falls within the Olifants River catchment. The principal source of water for region is Weltevreden WTW which treats water from Mkombo Dam (capacity 205,8 million m3) which is partly fed by Rust de Winter Dam (capacity 27,2 million m3) situated upstream. This flow is supplemented by transfers from Loskop Dam. It had been assumed (under Alternative 2) that the Weltevreden source could be supplemented by Klipdrift WTW while, alternatively, a small works could be constructed at Rust de Winter Dam to partly relieve the additional demand on Weltevreden (Alternative 3). In the case of both Alternatives 1 and 3, the Mkombo/Rust de Winter source, (supplemented by Loskop Dam), is the only source of raw water while in Alternative-2, Roodeplaat Dam on the Pienaars River would also be utilised via Klipdrift WTW. Mkombo Dam has a large capacity but a small catchment (6 587 km2). Until the good rains during the early part of 1996, the dam had not exceeded 17%. The firm yield was initially taken as 3,2 million m3/a. However, after the good rains and rerunning the water balance model for the catchment this figure was revised to 14,8 million m3/a.
10.2 Population, level of service and water demand
A comprehensive study on demographic and socio-economic conditions in the study area was conducted during the JICA Study. It was foreseen that the natural growth in the area would be offset by migration of an approximately equal number of people to urban areas. Comparison of 1:10 000 scale orthophotos with the aerial photographs confirmed this conclusion, in that virtually no increase in the number of households was apparent in the communities observed.
Table 10.2: Population, level of service and water demand for Dr JS Moroka area
JS Moroka Water demand (AADD in ℓ/day)* (1997) Service (1997) Service Level B Number of Level A Settlement Alternative name Population households 100% 90% YC + 10% SP*** RDP** YC SP Total 1. Lefiso/Mmutl Nutiestad, Geelbeksvlei 850 5 440 163 200 419 098 16 320 435 418 2. Lefiswane Radijoko, Ditlhagane 900 5 760 172 800 443 750 17 280 461 030 3. Ramantsho 86 550 16 512 42 403 1 651 44 054 4. Semohiase Roodekoppies 70 448 13 440 34 514 1 344 35 858 5. Moletsi Segokgo 260 1 664 49 920 128 195 4 992 133 187 6. Marapyane Schilpadfontein 3 360 21 504 645 120 1 656 668 64 512 1 721 180 7. Opgeruimd 290 1 856 55 680 142 986 5 568 148 554 8. Ga- Seabe 2 300 14 720 441 600 1 134 029 44 160 1 178 189 Ramantshane
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JS Moroka Water demand (AADD in ℓ/day)* (1997) Service (1997) Service Level B Number of Level A Settlement Alternative name Population households 100% 90% YC + 10% SP*** RDP** YC SP Total 9. Kalkfontein 1 500 9 600 228 000 739 584 28 800 768 384 Sub-total for East Supply Block 9 616 61 542 1 846 272 4 741 226 184 627 4 925 854 10. Lefifi Nokaneng, Rooifontein 1 900 12 160 364 800 936 806 36 480 973 286 11. Rapotokwan Witlaagte 860 5 504 165 120 424 028 16 512 440 540 e 12. Norman 84 538 16 128 41 417 1 613 43 030 13. Bamokgoko Mmametihake 1 500 9 600 288 000 739 584 28 800 768 384 14. Phake C 360 2 304 69 120 177 500 6 912 184 412 15. Phake B 200 1 280 38 400 98 611 3 840 102 451 16. Phake A Rankaile 350 2 240 67 200 172 570 6 720 179 290 17. Mantiole Pankop, Masabe 1 500 9 600 288 000 739 584 28 800 768 384 Sub-total for West Supply Block 6 754 43 226 1 296 768 3 330 100 129 677 3 459 777 Total 16 370 104 768 3 143 040 8 071 327 314 304 8 385 631 * Including an allowance of approximately 15% for leakage ** Per capita consumption for RDP level: 30 ℓ/c/d *** Yard connection, per capita use: 85,6 ℓ/c/d Standpipe, per capita use 30,0 ℓ/c/d Weighted average per capita use: 80,0 ℓ/c/d
Per capita water use was seen as an important factor to determine the water demand. In general, the rate increases as the standard of living improves. A planning horizon of approximately 10 years was therefore adopted to determine the target rate of water consumption and the size/capacity of infrastructure required. However, the questionnaire survey added a different perspective to this issue in that the critical matter was identified as not being the increase of the per capita use, but whether water supply infrastructure should be planned on the basis of standpipes or on yard connections. Communities generally expressed their dissatisfaction with standpipes and a preference for yard connections. This indicated that the level of water demand in communities was already higher than the RDP level of 25 ℓ/c/d. The study estimated water demand for the following two levels of service.
• Low Service Level A (Case A): 100% of households supplied through standpipes at the basic level of service at an average per capita use of 30 ℓ/c/d (AADD) including an allowance of approximately 15% for leakage.
• High Service Level B (Case B): 90% of households supplied through higher level yard connections (85,6 ℓ/c/d) and the remaining 10% through standpipes (30 ℓ/c/d) for a weighted average per capita use 80 ℓ/c/d including an allowance of approximately 15 % for leakage.
10.3 Water supply alternatives
• Alternatives: Three alternatives were evaluated as per Figures 51, 5.2 and 5.3.
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- Under Alternative 1, the entire area which consists of the West and East Supply Blocks was assumed to be supplied from the existing Weltevreden WTW.
- In Alternative 2, only the East Supply Block was supplied from Weltevreden WTW while the West Supply Block assumed to be supplied from Klipdrift WTW either through the existing Klipdrift-Nylstroom pipeline, or through a new pipeline.
- Alternative 3 is similar to Alternative 2, but the West Supply Block was assumed to be supplied from a new WTW which would be built at Rust de Winter Dam.
• Infrastructure planning: For each of the alternatives, a water supply infrastructure plan was prepared. Water from the treatment works would be pumped to a regional reservoir from where it would be distributed through bulk supply pipelines to service reservoirs to be constructed in each community. A water meter on the service reservoir inlet was to form the interface between the second (water board) and third tier (LM) organizations. Thus the service reservoirs would form part of the retail infrastructure operated by, or on behalf of, the third tier, ie. the LM.
10.4 Recommended water supply plan
• Comparison of alternatives: The alternatives were further evaluated and compared. Alternative 1 was found to require the least capital cost with Alternative 3 being second and Alternative 2 third. As the capacity of Weltevreden WTW (18,0 Mℓ/d) had been fully committed and utilized, the expansion of the treatment works was necessary under all three alternatives. In terms of the capacity required, Alternatives 1, 2 and 3 require extension of the works by 13,2, 7,8 and 7,8 Mℓ/d, respectively. DWA had confirmed that the minimum expandable treatment stream size of the works was 15,0 Mℓ/d, and that they had no immediate plans to extend the works. The full cost for a 15,0 Mℓ/d extension had thus been included for all three alternatives despite much smaller water demands for Alternatives 2 and 3.
Given the supply problems in the adjoining Moutse area, the capacity of the bulk supply pipeline from Weltevreden WTW towards the north appeared not to have spare capacity to accommodate the demand for the area. A new completely separate bulk supply pipeline of approximately 25 km in length had been planned between the treatment works and Lefiso for each of the three alternatives. Hydraulic analysis of the bulk supply pipeline from Klipdrift WTW to Bela-Bela and Modimolle at the time indicated that the pipeline could accommodate the water demand for the West Block under Alternative 2. A cost sharing the existing bulk supply pipeline was calculated on the following basis and included for this alternative:
Sharing cost = (Current construction cost of x (Alternative 2 water demand) / (Hydraulic capacity of existing pipeline) existing pipeline)
Under Alternative 3, the capacity to be installed at the new Rust de Winter WTW was only 5,4 Mℓ/d which appeared too small for continuous operation (ie. 24 hours/day 7 days/week). Some extra treatment capacity, therefore, was added for Alternative 3 in order for the works to be able to operate on an 8 hours/day and 5 days/week basis. No extra costs, however, had been included in this comparison. Energy required for
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pumping was estimated as the product of volume of water to be pumped and required head of the pump.
This calculation was conducted for each pumpstation and the products obtained were summed for each alternative. The results indicated that Alternative 3 would require less energy than Alternative 1. In terms of the capital cost, the situation was reversed. For this reason, the nett present values (NPV) of both capital and energy costs were estimated for each alternative and a period of 30 years at discount rates of 9% and 17%. Both indicated that Alternative-1 was the least cost option among the three. With respect to other components of O&M costs such as chemicals and personnel costs, there seemed to be no significant difference between the three alternatives. All three alternatives would have an equally minor impact on the operation of the existing Weltevreden water supply system. Taking all of the above into consideration, the team recommended Alternative 1 as the preferable water supply plan for the area.
• Description of recommended water supply plan: Under the recommended scheme, all communities would be served from a new extension of the Weltevreden WTW. The works is supplied with raw water from Mkombo Dam on the Elands River and via transfers from Loskop Dam. It was proposed that the process units for the extension mirror the existing process which comprises flocculation, sedimentation and filtration. There was space at the site for up to an additional 60 Mℓ/d capacity to be provided. The plant did not include facilities for dissolved air flotation. However, based on raw water quality data obtained from the DWA database, the risk of microcystis blooms in Mkombo Dam was estimated as medium to slight and the water body was oligotrophic and DAF appeared to be unnecessary.
Under the recommended water supply plan, a new rising main from Weltevreden WTW would feed a regional reservoir at Lefiso. A booster pumping station would be required to supply Lefiso and Mmutlestad to the east. Most of the flow would gravitate to the west from the regional reservoir. A booster pumping station would be necessary on a branch northwards to Lefiswane. Just upstream of Marapjane, a branch to the south was to provide a gravity supply to Moletsi and Sehoko with sub-branches eastwards to Ramantsho and Semohlase. The gravity main from the Lefiso Regional Reservoir would extend eastwards beyond Ga-Ramantshane with gravity fed branches to Marapjane and Opgeruimd, and pumped branches to Ga-Ramantshane and Kalkfontein.
Beyond Ga-Ramantshane, an in-line booster pumping station was required to supply westwards to Phake C with branches to Rapotokwane and Lefifi, Norman, Bamokgoko and Phake C. A further in-line booster was required in Phake C to supply the western extremities of the system including branches to Phake A, Phake B and Mantiole and Masobe.
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10.5 Availability of raw water
There was doubt concerning the long term firm yield of Mkombo Dam. If the water available from Mkombo was insufficient to meet existing demands plus the additional demand of the area, the boundary between the supply area of Weltevreden WTW and that of Bronkhorstspruit WTW would move northwards slightly. Due to the location of the proposed development, the area must be fed from Weltevreden even if some areas further south had to be shifted onto the Bronkhorstspruit supply system as a result. Technical issues which required further consideration but which did not affect the study were that transmission losses which were assumed to be high between Rust de Winter Dam and Mkombo Dam and that the raw water supply from Loskop Dam was unreliable and over-committed at the time.
11. SUPPLY FROM KLIPDRIFT OR KLIPVOOR DAM
11.1 Klipvoor versus Klipdrift
The augmentation of the supply to Limpopo and possibly into northern Moreletele and the north westen part of Dr JS Moroka LMs could be from either the existing Klipdrift WTW or a new works at the Klipvoor Dam. In either case, the raw water for the plant needs to come from the Apies River as the Pienaars River may not have sufficient water at all times to be a reliable source. In the case of Klipvoor, the advantage is that the existing dam will regulate the available river flow further although existing storage and releases are dedicated for downstream irrigation use. MW has thus applied for a water use licence of 40 Mℓ/day from this dam and still in the process of providing additional data to DWA. Klipdrift, on the other hand, would likely require a transfer of raw water from the Apies River in order to have sufficient yield available from the river system. This could be best taken from a position in the river positioned below the discharge point of the Rooiwal Wastewater Treatment Works as the larger contributor to the non-natural flow in the Apies River. The Klipdrift WTW feasibility report (Ref 8) has looked at a possible pumping supply from the Leeuwkraal Dam providing the details shown in Table 10.1 below.
An alternative would be to utilize the existing east bank irrigation canal system from the Bon Accord Dam which has the advantage of gravity supply but is situated upstream of the Rooiwal WTW and thus loses the security of supply this promotes. Alternative positions are possible and need to be looked at in case that DWA was to allow this transfer of raw water for Wallmannsthal or Klipdrift.
11.2 Possible pipeline routes
It is forseen that the supply to Limpopo will be parallel to the existing rising main situated west of the N1 Highway towards Bela Bela and Modimolle as from Pienaarsriver Village. Up to this point, the rising main could be either from Klipdrift, as is the case of the current pipeline, or from Klipvoor Dam and a new plant downstream thereof. The latter could be along the northen Moretele LM villages as identified in the JICA study (Ref 12) towards the N1 highway and supplying local storage vessels on route. The same route could be applicable for the Klipdrift option but a much smaller pipeline would be required and with water sourced from Klipdrift WTW flowing in the opposite direction, from the N1 towards the Klipvoor Dam and villages on route. The advantages for this option is that the total pumping
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12. POSSIBLE SUPPLY TO KLIPVOOR, LIMPOPO AND DR JS MOROKA REGIONS WITH POSSIBLE LINKAGE TO KLIPDRIFT.
12.1. PREVIOUS STUDIES CONDUCTED AND RELEVANT AVAILABLE DATA
12.1.1 Previous reports, evaluation and upgrading thereof for scheme (Ref 11)
The region consists of 3 distinct parts: Klipvoor Dam and the rural villages around it in both Moretele and Madibeng Local Municipalities; the far western part of JS Moroka LM east of Rust de Winter Dam containing a number of rural villages; and the 3 towns in the Waterberg, Limpopo, ie. Bela-Bela, Modimolle and Mookgophong.
Waterberg supply: The 2009/10 Magalies Water to Waterberg (Ref 11) feasibility report provides very comprehensive study results for the water demands of the 3 towns and the augmentation for the supply thereto from both Klipdrift and Klipvoor for 6 options with the following details:
Table 12.1.1a: Comparative pipeline costs (excluding pumping and water treatment works costs, 2008) to supply the three Waterberg towns
WTW – Water Treatment Works OT – Off take
A: Additional pipe for additional R: New pipe for total requirement to Pipeline section requirement only replace existing pipe Length Total Total (km)
Option Option Demand Pipe dia Cost Demand Pipe dia Cost from to head head (Mℓ/day) (mm) (million) (Mℓ/day) (mm) (million) (m) (m) Modimolle OT Modimolle 13 5 200 467 R 22 10 300 467 R 25 Bela Bela OT Modimolle OT 16 5 200 631 R 28 10 300 631 R 31 1 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 300 553 R 27 Klipdrift WTW Bela Bela OT 56 10 450 248 R 141 20 700 248 R 254 Total Option 1 99 R 215 R 337 Modimolle OT Mookhophong 46 5 250 431 R 82 10 350 274 R 92 Modimolle OT Modimolle 13 5 300 467 R 25 10 250 564 R 23 2 Bela Bela OT Modimolle OT 16 10 300 352 R 31 20 400 321 R 38 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 300 308 R 27 Klipdrift WTW Bela Bela OT 56 15 700 147 R 254 30 800 176 R 288 Total Option 2 145 R 416 R 468 Modimolle OT Mookhophong 46 5 250 431 R 82 10 350 274 R 92 Modimolle OT Modimolle 13 5 200 467 R 22 10 250 564 R 23 3 Bela Bela OT Modimolle OT 16 10 300 352 R 31 20 400 321 R 38 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 300 308 R 27
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A: Additional pipe for additional R: New pipe for total requirement to Pipeline section requirement only replace existing pipe Length Total Total (km)
Option Option Demand Pipe dia Cost Demand Pipe dia Cost from to head head (Mℓ/day) (mm) (million) (Mℓ/day) (mm) (million) (m) (m) Klipdrift WTW Bela Bela OT 56 15 600 184 R 226 30 800 176 R 288 Total Option 3 145 R 386 R 468 Modimolle OT Mookhophong 46 5 250 431 R 82 10 350 274 R 92 Modimolle OT Modimolle 13 5 200 467 R 22 10 250 564 R 23 4 Bela Bela OT Modimolle OT 16 10 350 205 R 33 20 400 321 R 38 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 300 308 R 27 Klipvoor WTW Bela Bela OT 105 15 650 255 R 453 30 1100 191 R 1 001 Total Option 4 194 R 615 R 1 181 Modimolle OT Mookhophong 46 5 250 431 R 82 10 350 274 R 92 Modimolle OT Modimolle 13 5 200 467 R 22 10 250 564 R 23 Bela Bela OT Modimolle OT 16 10 300 352 R 31 20 400 321 R 38 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 250 660 R 26 5 Moretele N OT Bela Bela OT 47 15 700 173 R 211 30 850 187 R 263 Moretele N Moretele distr. OT (N) 10 6 200 579 R 17 6 200 579 R 17 Moretele N Klipvoor WTW OT 58 21 700 126 R 263 36 700 214 R 263 Total Option 5 204 R 651 R 721 Modimolle OT Mookhophong 46 5 250 431 R 82 10 350 274 R 92 Modimolle OT Modimolle 13 5 200 467 R 22 10 250 564 R 23 Bela Bela OT Modimolle OT 16 10 300 352 R 31 20 400 321 R 38 Bela Bela OT Bela Bela 14 5 200 553 R 24 10 400 308 R 33 6 Moretele OT Bela Bela OT 47 15 600 211 R 188 30 1100 152 R 446 Moretele distr. Moretele OT (N&S) 20 21 350 419 R 40 21 350 419 R 40 Moretele N&S Klipvoor WTW OT 58 36 650 274 R 251 51 1100 274 R 555 Total Option 6 214 R 639 R 1 227
The medium to long term recommendation was for Option 6 based on the assumed availability of raw water and the fact that the existing main is fully utilised. The utilisation of surface water from the Rust de Winter and Doorndraai Dams was identified as possible options but seen as unlikely and not looked at in great detail. The largest shortcoming of the study is that it has not looked at the possible supply of potable water to the rural villages around the Klipvoor Dam or in Dr JS Moroka LM. It is unlikely that a major potable water supply will be developed and routed through or near these villages without considering the immediate or future supply thereto. This study will thus extend the result of the existing feasibility study by including the possible supply to the villages in Moretele (North), Madibeng (North) and Dr JS Moroka (West) LM areas.
The preference of the Klipvoor over the Klipdrift supply option was based on the lack of water availability of the latter, and comes at a much higher cost to develop the Klipvoor Dam as the next source for the region. As the 2012 Crocodile Reconciliation Study results were soon to be available, the recommendation was to be reconsidered under this study.
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• Summary of future water demand projections (Ref 11): The table below summarises the current demand and the projected demand up to 2035. A total capacity of between 12 and 15 Mℓ/day will be required by 2030. These figures are based on current average daily demand figures obtained from the local municipalities.
Table 12.1.1b: Current and projected water demands
2010 Projected demands (Mℓ/d) Additional demand (Mℓ/d) Local municipality use – urban 2025 2030 2035 2025 2030 2035 Bela Bela 7,799 9,315 9,890 10,164 1,5 2,1 2,4 Modimolle Low (MLow) 9,454 11,233 11,781 11,781 1,8 2,3 2,3 Modimolle High (MHigh) 9,454 13,973 14,521 14,794 4,5 5,1 5,3 Mookgophong 6,618 7,945 8,241 8,516 1,3 1,6 1,9 Total 1 (MLow figures) 23,871 28,493 29,912 30,461 4,6 6,0 6,6 Total 2 (MHigh figures) 23,871 31,233 32,652 33,474 7,3 8,8 9,6 Including current over-capacity 1 6,000 10,6 12,0 12,6 Including current over-capacity 2 6,000 13,4 14,8 15,6
Based on the above, the Magalies Water to Waterberg study had allowed for an additional 15 Mℓ/d capacity pipeline from Klipvoor Dam (or Klipdrift WTW) after an off-take for local demands to Limpopo, 5 Mℓ/day to each of the three towns. Mookgophong, however, only requires 2 Mℓ/day over the existing demand, Bela-Bela some 5 Mℓ/d but Modimolle (high) about 8 Mℓ/day or 5 Mℓ/day (low).
Klipvoor/Moretele North region: The most comprehensive study for the Klipvoor Dam regional development was the 1997 JICA report which has been summarized in Section 8 of this report. The study was comprehensive but now over 17 years old and required to be upgraded/updated and possibly extended, to include more villages in the northern Madibeng area as these are presently not fully served with an acceptable supply.
The southern region of the Moretele LM is supplied from the CoT system at Temba. This system was developed by DWA as a single entity but is now situated in two municipalities due to changes in political boundaries. The request to MW from CoT to take over this supply has been investigated as part of the Klipdrift WTW feasibility study. Due to costs and uncertainty about water resources, the recommendation was only to consider including the Eastern System situated on both sides of the Apies River into the Klipdrift supply area. The Central and Western pipelines would remain part of the CoT system, the study recommended. The Klipvoor Dam supply system under the JICA study stopped just short of connecting new distribution mains to the existing Moretele South pipelines, or to the Madibeng North supply pipelines. This study was also to consider the option of connecting to these to augment or partially replace the supply to some of the existing villages near the end of the existing systems.
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Dr JS Moroka LM region: As is the case for the above systems, the Dr JS Moroka villages are supplied from groundwater and situated far from the surface water resource supplying the rural villages in the LM. This study was also to investigate the need to include these in a possible regional augmentation scheme.
12.2 Brief description of existing infrastructure
12.2.1 Waterberg supply
Both Bela Bela and Modimolle are supplied from their own water resources which consist of local dams and boreholes to rural areas. Due to limited raw water resources, augmented potable water was provided by Magalies Water as from 1995 to the reservoir supplying the 2 towns. From this point, the LM does its own distribution.
12.2.2 Moretele North region
The existing bulk pipelines to the Moretele South region are described earlier in this report and on maps included while the rest of the villages in Moretele North area around Klipvoor Dam are dependent on groundwater.
12.2.3 Dr JS Moroka region
The region of the LM between the Rust de Winter and Mkombo Dams is fully supplied from boreholes. The All Towns study has investigated the area under two clusters; Ga- Ramanthane and Siyabuswa.
Ö Ga-Ramanthane cluster
• Location and background information: Dr JS Moroka Local Municipality is located in the western region of the Nkangala District Municipality where it borders Gauteng Province to the south-west, and Limpopo Province to the north. It forms part of a larger economic sub-region whereby it is greatly influenced by economic activities within neighbouring areas. The Tshwane and Johannesburg metropolitan areas are the most important employment centres and large numbers of people commute daily to these areas. The municipality has 72 rural villages with communities dispersed across the municipality. The Ga-Ramanthane cluster includes the settlements of Bamokgogo, Kalkfontein-A, Lefifi, Leseleseleng. Magareng, Masobe, Nmanetlhake, Nokaneng, Norman, Pakhe, Phake-A, Phake-B, Phake-C, Phake-D, Rankaile, Seabe and Terateng.
Water provision is the single largest need in the Dr JS Moroka LM. About 29 villages out of the 59 villages need to be provided with water reticulation to the basic (RDP) level of service. The municipality operates separate water supply systems for the eastern and western areas. The eastern area is supplied by surface water from the Mkombo (previously Rhenosterkop) Dam. Another source of supply to augment the yield of the dam is the Mthombo balancing dam which abstracts its water from Loskop through the irrigation canal system supplying the farmers.
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The western portion of the local municipality, the Ga-Ramantshane cluster, is dependent on groundwater supplies. A number of boreholes were drilled in most of the villages to supply portable water to the communities. The Ga-Ramantshane cluster had a 2007 population of 57 221. This was expected to grow to between 64 868 and 70 022 people by the year 2030, depending on the growth scenario.
Ö Siyabuswa cluster: This includes the towns and settlements of Weltevreden, Mapoch, Vrieskraal, Ramokgeletsane, Michipsane, Kameelrivier A , Kameelrivier B, Wolwekraal, Pieterskraal A, Pieterskraal B, Leeuwfontein A, Leeuwfontein B, Morwe, Allemansdrift B, Allemansdrift C, Allemansdrift D, Vaalbank, Mmakola, Ou-Valschfontein Siyabuswa, Waterval A, Waterval B , Magangobuswa, Marothobolong, Klipplaatdrift A, Bloedfontein, Makometsane, Debeerspruit, Troya, Dihekeng, Ramantso, Semotlhase, Loding, Sekgokgo, Moletsi, Roodekoppies, Lefiso, Ga-Maria, Lefiswane, Marapjane, and Greenside. The Siyabuswa cluster is supplied by surface water from the Mkhombo Dam.
12.3 Population and households affected
12.3.1 Waterberg supply
MAP 8B Possible Villages to be Supplied: Modimolle - Mookgopong Beneficiaries Community (Alternative name) Population Households MOOKGOPONG (MOOKGOPO Naboomspruit 36,423 8,676 MODIMOLLE (MODIMOLLE LM)Nylstroom 75,879 19,193 BELA-BELA (BELA-BELA LM) Warmbad 55,320 13,750 TOTAL ALL THREE LOCAL MUNICIPALITIES 167,622 41,619 GRAND TOTAL 167,622 41,619 SOURCE: DWAF villages,2006
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Figure 12.2.3b: Locality map of Siyabaswa Cluster
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12.3.2 Moretele North supply
Table 12.3.2: Population and households
Possible Villages to be Supplied: Moretele North Beneficiaries Community (Alternative name) Population Households ALBERTON 1,813 BOLLANTLOKWE 869 366 DIE GRENS 869 221 DIKEBU 959 243 DIKGHOPHANENG 264 67 GA‐HABEDI 1,306 597 KLIPPOORTJIE 1,739 442 KLIPVOOR 1,689 483 LEBOTLWANE NORTH 5,697 7,212 LEBOTLWANE SOUTH 1,062 2,176 MAKEKEWG Walman 3,482 2,166 MOGOLLWANENG 3,222 MODIANE ‐ A 12 3 MOKBJANE 3,293 836 NGOBI Transactie/Volstruispan 8,627 4,023 RANTEBENG Dikebu 3,114 791 RHENOSTERVLEI Makgapha‐Rhenoster 91 110 RUIGTESLOOT 1,129 287 SELEPE 934 211 SLAGBOOM 869 733 SUTELONG 5,222 4,167 SYFERKUIL Mogohlwaneng_Cyfer 5,436 6,266 TLHOLWE 869 221 TLOONANE VILLAGE Renostervlei 716 246 WELGELEGEN Dipetlwna‐Welgele 3,044 1,677 ZWARTBOOM Swartboom 1,956 1,295 TOTAL MORETELE LOCAL MUNICIPALITY 51,559 31,120 AASVOGELBOOM 2,948 842 DIKGHOPHANENG 264 67 FAFUNG 5,392 1,541 KLIPVOOR 1,689 483 LEGONYANE 5,068 1,448 SEPHAI 1,521 435 TOTAL MADIBENG LOCAL MUNICIPALITY 16,882 4,816 GRAND TOTAL 68,441 17,908
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MAP 7A TABLE 2 Possible Villages to be Suppl Area1 Beneficiaries Community (Alternative name) Population Households GA‐RASAI 1,214 347 KGOMO‐KGOMO_BRITS 3,547 1,014 VAALBOSSLOOT Ga-Tshefoge 2,644 756 TOTAL AREA 1 MADIBENG 7,405 2,117
Possible Villages to be SuppliedArea2 Beneficiaries BUFFELSDOORN Moiletswane 507 145 BUFFELSPRUIT 1,220 349 DIPOMPONG 1,556 445 GA‐MOTI 133 38 GA‐RANTLAPANE 677 193 GA‐TSOGWE 845 241 JERICHO 17,026 4,865 KOEDOESPOORT 1,267 362 LETLHAKANENG Rietgat 6,164 1,761 MADINYANE 3,379 966 MAKGABETLWANE 4,393 1,255 MMAKAUNYANE_BRITS 507 145 MOKETSWANE Moiletswane 4,023 1,149 RABOSULA Kalkbank 869 221 SHAKUNG 5,068 1,448 TOTAL AREA2 MADIBENG 47,634 13,583 GRAND TOTAL 55,039 15,700 SOURCE: DWAF villages,2006
Table 12.4.3: Villages in Dr JS Moroka LM
MAP 8A ble Villages to be Supplied: JS Maroka Beneficiaries Community (Alternative name) Population Households BAMOKGOKO 3,287 759 LEFIFI 818 189 MAGARENG 1,876 433 MASOBE 7,680 1,775 MMANETLHAKE 3,327 769 NOKANENG 5,410 1,250 NORMAN 43 10 PAKHE Thabeng 697 161 PHAKE ‐ A 250 58 PHAKE ‐ B 501 116 PHAKE ‐ C 1,048 242 PHAKE ‐ D 1,661 384 RANKAILE 1,060 245 TOTAL JS MAROKA LOCAL MUNICIPALITY 27,658 6,391 GRAND TOTAL 27,658 6,391 SOURCE: DWAF villages,2006
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12.4 Development pressures and projections
12.4.1 Waterberg region
Based on an extensive study, the DWA Magalies Water to Waterberg study allowed for 5 Mℓ/day to each of the 3 towns in Limpopo, i.e. a total of 15 Mℓ/day. The supply to Moretele and Dr JS Moroka, if feasible to be supplied, needs to be added to this volume, see Tables 12.1.1a and 2.10.8c.
12.4.2 Moretele North region
The All Towns study of 2009 to 2011 has clustered the Moretele region into 3 groups:
• The Northern Transactie Wellfields consisting of Ga-habedi, Lebotlwane South, Lebotlwane North, Bedwang, Bollantlokwe, Slagboom and Ngobi. This cluster has a water deficit and allocated a high priority (4) due thereto. Both the high and low population growth projections show declining figures from 42 000 in 2010, to between 38 000 to 41 800 in 2030. The water requirement, however, is estimated to grow from the 1,2 million m3/a (3,3 Mℓ/d), to between 1,49 and 1,64 million m3/a (4,1 to 4,5 Mℓ/d) by 2030 for the low and high demand projections respectively. Savings due to WC/WDM could reduce this demand with some 0,2 million m3/a (0,55 Mℓ/d) which would reduce the shortfall. With an additional 1,5 million m3/a (4,1 Mℓ/d) from additional boreholes in the Selepe-Tloonane area a small surplus would be available till after 2030.
• The north eastern Selepe-Tloonane cluster consisting of Selepe, Zwartboom, Welgelegen, Syferkuil, Makekeng, Rhenostervlei and Tloonane. The villages are currently in a water deficit and thus allocated a high priority (4) in the All Towns study. As is the case for the Transactie Wellfields cluster, the 2010 estimated population of 15 000 was estimated to reduce for both high and low growth scenarios to 11 400 to 10 400 respectively by 2030. The 2010 water requirement of 0,435 million m3/a (1,2 Mℓ/d) was to change to a projected 0,45 to 0,41 million m3 (1,2 to 1,1 Mℓ/d) respectively.
• The southern Moretele GWS which includes the villages of Kgomo-kgomo, Leeukraal, Modiane-B, Makapanstad, Potwana, Prieska, Thulwe, Opperman, Wynandskraal, Maubane, Papatso, Mathibestad, Dertig, Leboneng, Danhause, Bosplaas, Bezuidenhoutskraal, Mogogelo, Kwa-ratsiepane, Kromkuil, Ga-Motle, Mmakaunyane, Ga-Moeka, Vyeboslaagte, Swartdamstad, Legkraal, Botshabelo, Ga-rantepane, Ga-Moti, Rabosula, Kwa-Mmathlwaela and Tladistad. The region is presently supplied with potable water via bulk pipelines and thus seen as a low priority (1). The estimated 2010 population of 150 000 is projected to reduce under both the high and low growth scenarios to 148 500 and 135 000 respectively. The water requirements are estimated to increase, however, to about 5,8 million m3 (15,9 Mℓ/d) and 5,3 million m3 (14,5 Mℓ/d) respectively by 2030. WDM actions could reduce the demand by some 0,75 or 0,7 million m3/a.
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The study also looked at the rural settlements in the north of the Madibeng LM consisting of Aasvogelboom, Koedoespoort, Makgabetlwane, Buffelsdoorn, Shakung, Kgomo-kgomo, Fafung, Vaalbossloot, Legonyane, Sephai, Ga-Rasai, Klipvoor, Kwarriekraal, Ramolapong, Ga-Moti, Ga-Rantlapane, Ramogaodi and Dipopong. Due to low water quality, the region has a high priority (4) for development of potable sources. The present sources are groundwater. The estimated 2010 population in the Dikgophaneng region of 10 700 were projected to reduce to 8 000 and 8 600 people for the low and high growth scenarios respectively. The 2010 population in the Fafung region 13 250 was projected to reduce to 8 700 or 9 600 respectively by 2030. The water requirements for Dikgophaneng were projected to change from the 2010 estimate of 0,5 million m3/a (1,4 Mℓ/d) to 0,46 million m3/a (1,3 Mℓ/d), or to 0,49 million m3/a (1,3 Mℓ/d) for the low and high growth scenarios by 2030. The corresponding figures for Fafung were 0,62 million m3/a (1,7 Mℓ/d) in 2010 to 0,5 million m3/a (1,4 Mℓ/d) and 0,55 million m2/a (1,5 Mℓ/d). The groundwater quality is poor, well below SANS 241 drinking water standards.
Based on the above clusters presently supplied with groundwater, the total populations and water requirements were estimated as follows, high growth scenarios only:
Table 12.4.2: Total populations and water requirements (high growth scenarios only)
Water Populations in year Water requirements (Mℓ/d) available Area/Cluster 2010 2015 2020 2025 2030 2010 2015 2020 2025 2030 2010 2030
1. Transactie 42 373 42 406 42 882 42 472 41 799 3,35 3,61 4,29 4,57 4,49 0,45 4,50 Morelete LM 2. Selepe- 15 113 13 694 12 811 12 100 11 384 1,19 1,17 1,28 1,30 1,22 1,37 1,37 Tlooname Moretele LM 13 342 12 015 10 971 10 191 9 595 1,71 1,61 1,64 1,59 1,50 1,66 1,66 3. Fafung 4. Dikgophaneng 10 805 9 984 9 364 8 933 8 632 1,38 1,34 1,39 1,40 1,35 2,70 3,86 Madibeng LM Total clusters 81 633 78 099 76 028 73 696 71 410 7,63 7,73 8,60 8,86 8,56 6,18 11,4 1 to 4
Moretele GWS 151 192 151 003 149 776 149 476 148 543 11,94 12,86 14,99 16,07 16,00 15,0 15,0
The Moretele GWS is shown separately as the villages in that cluster are already supplied with piped water from the CoT’s Temba WTW while the rest are reliant on groundwater.
12.4.3 Dr JS Moroka north western region
12.5 Projected water requirements
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12.5.1 Waterberg region
Most of the water requirements in the 3 Limpopo towns will continue to be supplied from the local and current Klifpdrift resources and only the additional demands need to be allowed for. Thus was determined as an additional 5 Mℓ/day to each from the new system under the intensive DWA study.
12.5.2 Moretele North region
12.5.3 Dr JS Moroka north western region
Ö Ga-Ramanthane cluster • Water resource availability and requirements: There is currently sufficient water to meet the needs of the communities beyond 2030. This owing to the substantial groundwater availability as well as the basic level of service within the cluster. The current domestic requirements for the Ga-Ramantshane cluster are estimated at 2,705 million m3/a (7,4 Mℓ/d), although 4,063 million m3/a (11,1 Mℓ/d) is available for abstraction. This allows an average per capita consumption of 125 ℓ/c/d. The level of water supply is good but the level of service is poor with 45% of the cluster below basic level for water supply, despite the groundwater availability. Improvements over the years should increase the overall water demands. Domestic water requirements are estimated to increase to between 3,67 and 3,975 million m3/a in the year 2030. This is a consumption of 156 ℓ/c/d, before the implementation of WC/WDM.
No surface water is utilized within the Ga-Ramantshane cluster, however, the Mkombo Dam is located to the south of the cluster. Currently, no water treatment or sewage treatment plants are located within the Ga-Ramantshane cluster.
• Regional setting: Dr JS Moroka Municipality is located in the north-western corner of Mpumalanga approximately 135 km north east of Pretoria. Dr JS Moroka Municipality is characterised by the existence of a variety of urban, peri urban and agricultural settlements. Land use is predominantly residential, with settlements located mainly along the major routes. Land ownership remains a vital issue but headway is being made. Dr JS Moroka LM falls within the middle Olifants Water Management Area.
• Economic drivers: There are three development corridors impacting on the local municipality of Dr JS Moroka, which are of national importance and which form part of National Spatial Development Initiatives (SDIs). Towns and settlements in Dr JS Moroka LM do not fall in any of the identified Presidential poverty nodes. The Mpumalanga Growth and Development Strategy classifies Dr JS Moroka as an area both of high level of poverty concentration and one of combined poverty and economic activity.
• Confidence level of information available: The confidence level for the information is low due to limited available water supply volume data but can be improved through the validation of the current water use and supply.
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• Population and demographics: A number of data sets were analysed and compared at a town/grouped settlement level. Two scenarios have been analysed, a high and a low growth projection. The cluster is estimated to have an inclining population over the next 20 years. The high growth scenario estimates positive growth with the population increasing from 57 847 to 70 022 by 2030 and the low growth scenario an incline to 63 661 people by 2030.
• Present water requirements and historical water use: The water use in the Ga- Ramantshane cluster reached between 2,705 and 2,740 million m3/a (7,4 to 7,5 Mℓ/d) depending on the population growth scenario. The water supply to the surrounding communities is provided through groundwater resources.
• Level of services: Level of hardship (LoH) is used to evaluate the standard of water services provided to the communities based on the RDP criteria.
Table 12.5a: Current service levels for Ga-Ramantshane cluster
Above basic Basic Below basic
Communal Communal None/own Service level House Yard supply supply resources/supply connection connection (<200m) (>200m) (>500m)
WSNIS, 2007 31% 22% 12% 4% 31%
• Future water requirements: The future water requirements are presented in Table 40.5b with the assumptions used summarised as follows:
o Population projections: The projections were calculated using high growth and low growth population estimates, as indicated in Table 40.5b. o Current level of service (LoS) estimates: The projections were calculated using high growth and low growth population estimates, as indicated in Table 40.5a. o Future requirements: The future requirements were projected using LoS at a minimum of a yard connection by 2015, with a 5% growth in house connections by 2015 and a further 15% growth by 2020 (total growth in house connections of 20%). The basic per capita (RDP) water requirement was assumed to increase from 25 ℓ/p/d (current situation) to 40 ℓ/p/d by 2015
Table 12.5b: Water requirement projections Ga-Ramantshane cluster
Population figures Water requirements
Year low growth high growth low growth high growth Mℓ/d Mℓ/d Mm3 Mm3
2010 58 355 59 115 2,705 7,41 2,740 7,51
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Population figures Water requirements
Year low growth high growth low growth high growth Mℓ/d Mℓ/d Mm3 Mm3
2015 61 598 63 739 2,995 8,21 3,099 8,49
2020 64 551 68 198 3,489 9,56 3,686 10,10
2025 64 686 69 744 3,672 10,06 3,960 10,85
2030 63 661 70 022 3,672 10,06 3,975 10,89
Ö Siyabuswa cluster: • Population and demographics Siyabuswa cluster: Population data for the cluster is included below. Various demographics and geographical spatial information data sources were utilised to obtain population data. Two scenarios have been analysed, one being a high growth, while the other a low growth projection. The historical and projected population data is included in Table 4.5.3c below based on the Eskom database from May 2009 for population data.
The Siyabuswa cluster was assessed as having a negative growth potential with the population anticipated to decrease from the 2010 figure of 207 997 to 207 585 in 2030. This negative growth potential is possible due to the high number of residents being employed within Gauteng and thus migrating to their area of employment. The disparity between the WSNIS and Revised Eskom figures is expected to be due to different geographical extents being used for the cluster area.
Table 12.5c: Historical and projected population for Siyabuswa cluster
Year Low growth scenario High growth scenario
2010 211 951 213 141
2015 210 218 212 643
2020 209 567 212 467
2025 209 399 212 512
2030 209 313 212 530
• Present water requirements and historical water use: The water consumption of the Siyabuswa cluster is considered to be 8,960 million m3/a (24,5 Mℓ/d). This value is to increase up to 11,168 million m3/a (30,6 Mℓ/d). Despite the decrease in population the water requirements are expected to increase considering the upgrading of water services to and above RDP level. According to the Nkangala Water Master Plan, approximately 7,67 million m3/a (21 Mℓ/d) of water is lost within the total resource network.
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• Level of services: The following minimum standards for the basic level of water services are prescribed by DWA guideline for RDP: o The provision of adequate education with respects to effective water use. o A minimum quantity of potable water of 25 ℓ/c/d, 6 000 ℓ/household/month. o A minimum flow rate of no less than 10 ℓ/minute. o Water supply at a distance within 200 m of a household. o No more than 7 days interruption of supply.
Level of hardships used to evaluate the standard of water services provided to the communities based on the criteria as specified above.
There are three levels of service connections in JS Moroka Local Municipality; the house connections, house/yard connections and standpipes. The majority house/yard connections are located in Siyabuswa, Vaalbank and Weltevreden. The current service levels are presented in Table 40.5d.
Table 12.5d: Current service levels for Siyabuswa cluster
Above RDP RDP Below RDP Communal Communal None/ own Service level House Yard supply supply resources/ supply connections connection (<200m) (>200m) (>500m) WSNIS, 2007 27% 19% 9% 38% 7%
From the tabled information it can be calculated that the level of hardship for water is relatively low with 45% of the population below RDP level. It is noted, however, that this calculation is skewed by the greater population centred on the urban area of Siyabuswa which is supplied at or above RDP.
• Future water requirements: The future water requirements until 2030 are presented below.
Table 12.5e: Water requirement projections Siyabuswa cluster
Population figures used in the Water requirements calculation Year low growth high growth low growth high growth million m3/a Mℓ/d million m3/a Mℓ/d 2007 215 009 215 009 8,960 24,5 8,960 24,5 2008 213 829 214 290 8,911 24,4 8,930 24,5 2010 211 951 213 141 8,928 24,5 8,979 24,6 2015 210 218 212 643 9,332 25,6 9,439 25,9 2020 209 567 212 467 10,443 28,6 10,587 29,0 2025 209 399 212 512 11,004 30,1 11,167 30,6 2030 209 313 212 530 10,999 30,1 11,168 30,6
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12.6 Limitations and restrictions identified
12.6.1 Waterberg region
Contracts / Agreements need to be signed by the LM’s committing themselves to the costs associated with the scheme to be recovered via additional water sales there from. The most cost effective way would be via operating all resources as a system and have operating rules in place depending on water levels in the dams.
12.6.2 Moretele North region
Water demand management , costs recovery and O&M are the most critical issues to be resolved in the LM. Due to lack of resources (revenue and human resources), this is a huge challenge.
12.6.3 Dr JS Moroka north western region
Ö Water resources Ga-Ramathane cluster • Surface water resources: No surface water resources are utilized by this cluster. However, the Rust De Winter Dam is located to the south of the cluster.
• Groundwater The north western portion of Dr JS Moroka LM (Ga-Ramantshane cluster) is not served by any large regional scheme and receives its water supply from individual boreholes or small local schemes dispersed throughout the area. The following small schemes have been identified:
Table 12.6.3a: Number of boreholes in study area (Ref 14) Scheme/Community No of boreholes Phake 13 Masobe 9 Nokaneng 22 Katjibane 16
Apart from these small schemes, several production and private boreholes exist, dispersed throughout the LM. The community of Mmamethlake still needs to be connected to a reliable water supply source or system. A common problem is the prevalence of vandalism and theft of borehole equipment.
• Water allocations: A project was conducted by the municipality in 2006 to rehabilitate approximately 53 critical boreholes to deliver potable water to the villages in the western portion of the local municipality. The yield of a number of the boreholes was not adequate to meet the basic level of service in some of the villages with standby boreholes. However the yields of some of the boreholes particularly in Katsibane, two boreholes were found to have yields of 9 and 11 litres per second. These boreholes can be used to develop a 1,5 Mℓ/d regional water supply scheme to supply a number of
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villages up to a total population of 15 000 assuming a level of service of 100 ℓ/c/d. This will reduce the annual O&M costs because of the economy of scale.
The cluster is currently supplied with water at a rate of 2,626 million m3/a translating into a reasonable 125 ℓ/c/d. This is predicted to increase to a sound 156 ℓ/c/d by 2030. Approximately 4 063 million m3/a is available for abstraction within the Ga-Ramantshane cluster, allowing for growth in the area. An additional spare capacity of 0,088 million m3/a is available in 2030, based on the consumption of 3,975 million m3/a, should augmentation deem necessary.
• Quality: Borehole tests conducted in all cases showed via the bacteriological analysis that the water was contaminated. The heterotrophic plate count per 1 Mℓ was found to exceed the allowable limit of 100 and the groundwater needs to be disinfected with chlorine. Approximately 53 of the boreholes rehabilitated have been equipped with chlorine pumps and tanks to chlorinate the borehole water. Contamination of the groundwater resources remains a concern due to the use of pit latrines.
• Water requirements balance Ga-Ramathane cluster: The current and future water balances for the Ga-Ramantshane water supply scheme are summarized in Table 12.6.3b. The current abstraction and registered volumes and quality of the water provided to the Ga-Ramantshane Water Supply Scheme are summarized in Table 12.6.3c (where the information was available).
• Water balance Ga-Ramantshane cluster
Table 12.6.3b: Current status and requirements projections (million m3/a)
Description Source Actual 2010 2015 2020 2025 2030 Available supply Groundwater 4,063 4,063 4,063 4,063 4,063 4,063 Surface water 0,000 0,000 0,000 0,000 0,000 0,000 Total available supply 4,063 4,063 4,063 4,063 4,063 4,063 Water requirement (no Low growth 2,626 2,705 2,995 3,489 3,672 3,672 reconciliation options High growth 2,626 2,740 3,099 3,686 3,960 3,975 Surplus/shortfall Low growth 1,437 1,358 1,068 0,574 0,391 0,391 High growth 1,437 1,323 0,964 0,377 0,103 0,088
Table 12.6.3c: Current abstracted, registered and available volume (million m3/a)
Description Source Quantity Comment Registered use Surface water n/a Groundwater n/a Actual abstraction Surface water n/a Estimate, based on available information Groundwater 4,063 Estimate, based on available information Available yield Surface water n/a Estimate, based on available information Groundwater 4,063
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• Priority to develop a water supply reconciliation strategy for the villages: This cluster is considered to have a low priority (1), as it should not experience a water deficit beyond 2030.
• Water supply infrastructure: The Ga-Ramantshane cluster is dependent on groundwater supplies. A number of boreholes were drilled in most of the village to supply potable water to the communities.
• Sanitation: Sanitation in the municipality constitutes primarily of pit latrines and the sanitation backlog in the municipal area is some 78% due to the unavailability of water for the provision of waterborne sewerage system. The population is served with pit latrines and VIP level of sanitation.
• Level of services: Sanitation in the Ga Ramantshane cluster constitutes primary of pit latrines and the sanitation backlog is 64%. This is due to the unavailability of water which is a prerequisite for the provision of waterborne sewerage system. Communities served with pit latrine level of services can be upgraded to VIP level of sanitation without the substantial usage of water.
• Reconciliation options for Ga-Ramantshane cluster o Water conservation and water demand management: Before introducing measures to encourage WC/WDM, it is important to have a set of baseline data against which any progress can be measured. The first priority must therefore be to ensure that there is an adequate network of water meters and accurate readings are recorded on a regular basis. It had been assumed that the WC/WDM would reduce requirements by 1% per annum from 2010 to 2013 and 2% per annum from 2013 to 2018. o Groundwater: No augmentation measures were deemed necessary considering the water available over the cluster’s water demand. All groundwater resources are to be utilized for the assurance of water service delivery to the communities. A small unused quantity of 0,088 million m3/a was seen to be available, prior to the implementation of WC/WDM strategies, assuming the population growth did not change significantly and the groundwater was still available and of good quality. o Surface water: No augmentation measures were deemed necessary, although the Rust De Winter dam is located to the south of the Ga-Ramantshane cluster. Surface water supply to the cluster could be advantageous to the communities, considering the deteriorating groundwater quality.
• Water balance with reconciliation options o Estimated water requirements and water availability: Water use allocation and registration is viewed as an important aspect in drawing a water balance and developing reconciliation options. Perspectives are provided with respect to the extent of used and/or unused resources where information is available and is summarised in Table 40.6.3d for the Ga-Ramantshane cluster.
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Table 12.6.3d: Water balance
Description Source 2010 2015 2020 2025 2030 Available supply (Mm3/a) Groundwater 4,063 4,063 4,063 4,063 4,063 Surface water 0,000 0,000 0,000 0,000 0,000 Augmentation measures Groundwater 0,000 0,000 0,000 0,000 0,000 Surface water 0,000 0,000 0,000 0,000 0,000 Total available supply (Mm3/a) 4,063 4,063 4,063 4,063 4,063 Water requirement (no reconciliation Low growth 2,705 2,995 3,489 3,672 3,672 options (Mm3/a) High growth 2,740 3,099 3,686 3,960 3,975 WC/WDM measures (savings) Low growth 0,027 0,270 0,454 0,477 0,477 High growth 0,027 0,279 0,479 0,515 0,517 Surplus/shortfall Low growth 1,385 1,338 1,027 0,868 0,868 High growth 1,350 1,243 0,856 0,618 0,604
Ö Water resources Siyabuswa cluster
• Groundwater resources: Within the Siyabuswa cluster there is currently no augmentation through groundwater resources, yet measures have been investigated for the use of groundwater as future augmentation option.
• Surface water resources: The cluster is supplied by surface water from the Mkhombo Dam downstream of the Rust de Winter Dam. The Mkhombo Dam was constructed to provide potable water for domestic use for irrigation and industrial water supplies. The Mkhombo Dam has a net volume of 206 million m3. Water is, however, not released from the Rust de Winter Dam since the water losses are estimated to be between 40 and 50%. Siyabuswa receives its water via the Weltevreden WTW (capacity 20,8 Million m3/ annum) which abstracts from the Weltevreden Weir. Water can also be transferred to the Weltevreden Weir via the Mtombo Transfer Scheme whereby water is transferred to the Mtombo balancing dam from the Loskop irrigation canal. The water is then transferred to the Weltevreden Weir via two pipelines. Greater water volumes are available over the weekend when less irrigation takes place. Water is also supplied from the Mkhombo Dam to Thembisile Hani Local Municipality via the Walkraal Reservoir.
• Water users dependent on the same source: Weltevreden Weir volumes are available over the weekend when less irrigation takes place. The total abstraction from the Mkhombo Dam reaches a substantial amount of 22 million m3/a, drastically exceeding the allowable abstraction of 8,46 million m3/a. This 22 million m3/a (60 Mℓ/d) is distributed among residential, commercial, cross border uses and water losses. Approximately 6,67 million m3/a water from the Mkhombo Dam crosses the boundary of Dr JS Moroka into the Greater Groblersdal and Thembisile Hani Local Municipalities. The quantity to each local municipality is not measured due to inefficient metering system. Residential, commercial and other uses, mounts up to an aggregated value of 11 million m3/a which still exceeds the allowable abstraction from the dam.
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• Water quality: Water samples were taken in 2005 at five different points; one was at the Mkhombo Dam and the other four at the purification works.
• Water balance Siyabuswa cluster
Table 12.6.3d: Water balance without reconciliation options (million m3/a)
Description Source 2010 2015 2020 2025 2030
Available supply Groundwater 0,000 0,000 0,000 0,000 0,000
Surface water 9,000 9,000 9,000 9,000 9,000
Total available supply 9,000 9,000 9,000 9,000 9,000
Water requirement (no Low growth 8,928 9,332 10,443 11,004 10,999 reconciliation options) High growth 8,979 9,439 10,587 11,167 11,168
Surplus shortfall Low growth 0,072 0,332 -1,443 -2,004 -1,999
High growth 0,021 0,439 -1,587 -2,167 -2,168
The water loss accumulates to approximately 35% of the total water abstracted. This value is substantial and exceeds acceptable levels. The majority of this water loss is due to illegal connections and inefficient management associated with an absent metering system.
• Priority to develop a water supply reconciliation strategy for the town: This cluster is considered to have a Priority 3 (medium) rating for the development of a detailed reconciliation strategy as it was to be water deficient as soon as 2012. This shortfall may be postponed to 2020 through the implementation of WC/WDM measures.
• Distribution network and reservoirs: Water is abstracted from the Mkhombo Dam and transported to the Weltevreden WTW from where it is discharged four surrounding reservoirs. There are four pump sets pumping to different reservoirs in the area. The average pumping capacity to the various reservoirs is currently as follows:
• Walkraal Reservoir is 12,61 million m3/a (400 ℓ/s) with a peak pumping capacity of 21,9 million m3/a. There is excess capacity if the pump sets are replaced to their original pumping capacity. • Kameelrivier Reservoir is 2,617 million m3/a. This is much more than the rated average pumping capacity of 1,37 million m3/a. The pumping station to Kameelrivier was being over-utilized. • Weltvreden Reservoir is 1,42 million m3/a (45 ℓ/s). The pumping station was under- utilized contributing to the very high intermittent supply to the reservoir supply area. • Bloedfontein Reservoir is 2,46 million m3/a (78 ℓ/s). The pumping system was under- utilized.
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Figure 12.6: Locality plan
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The total average pumping capacity of the clear water pumping station around the WTW is 19,11 million m3/a. Not all the pumps were available to pump to Walkraal Reservoirs as a number had broken down. There was an urgent need for refurbishing the pumps and motors with some requiring to be replaced. Based on the treated water average pumping capacity of 19,11 million m3/a, approximately 1,825 million m3/a was unaccounted for, possibly the result of leaking valves. With additional pumping capacity, 1,825 million m3/a could be made available, reducing the cost of supply and improving on the reliability of supply to some areas. This accounts for 10% of water being lost.
• Bloedfontein Reservoir system: This reservoirs supplies the areas of north of Elands River which include Lefiso/Lefiswane, Marapyane; Koedoespoort, Ga-Matimpule, Loding and Allemansdrift. The total storage capacity of these reservoirs is 5,84 Mℓ (1,825 million m3/a).
• Walkraal Reservoir system: Walkraal system has two main service reservoirs, each with a capacity of 1,825 million m3/a. Very little maintenance of the reservoirs was being carried out to keep the tanks secure in terms of the public health and to remove particles from the storage tank floors. The current level of supply from Walkraal Reservoirs is 3,65 Mℓ (1,825 million m3/a).
• Kameelrivier Reservoir system: The reservoir was in a very good condition. However, the site was not being maintained. No routine maintenance such as cutting the grass, cleaning of the reservoirs was carried out. The telemetry kiosk had been vandalised and no longer functional.
• Weltevreden Reservoir system: The level of supply amounted to approximately 15,9 kℓ/month per household it supplied. Weltevreden Reservoir supplies roughly 2 072 households.
12.7 Socio-economic profiles and impacts
12.7.1 Waterberg region
The 3 Limpopo fowns are still growing while the surrounding rural populations are not. The DWA Magalies Water to Waterberg has done an extensive study on the region and need to be referred to.
12.7.2 Moretele North region
See sections 4 and 5 of this report. WDM/WC, O&M, cost recovery and ineffective water use are but some of the challenges in this region populated by largly an indegent population.
12.7.3 Dr JS Moroka north western region
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The region has similar challenges to the Moretele North described above. As is the case for other rural areas, the population is not growing as young people move to the neighbouring cities for work opportunities and may not return to stay.
12.8 Additional allocation applied for or needed
The surface water resources in the region are the existing two dams supplying Bela- Bela (Warmbaths and Plat River Dams), the Donkerhoek Dam supplying Modimolle, the Roodeplaat Dam which is the source for Klipdrift WTW, and the presently under- utilised (for domestic use) Klipvoor and Rust de Winter Dams. The Temba WTW is supplied from the Apies River situated downstream of the Bon Accord Dam. All these dams are under pressure in order to supply demands downstream thereof, both for irrigation and municipal use. Due to increased water use and thus wastewater generated in the municipal areas upstream of the dams, the yields of the Roodeplaat, Bon Accord and Klipvoor Dams are projected to increase over time but not so for the other dams. CoT has treatment works on both the Apies River/Bon Accord/Leeuwkraal Dams at Temba, and Pienaars River/Roodeplaat Dam at Zeekoegat utilising large percentages of the available yields. They may apply for additional abstractions as increased return flows will become available over time.
The Magalies Water treatment works at Wallmannsthal and Klipdrift utilise much of the remaining available yield from the Roodeplaat Dam/Pienaars River system and further abstractions beyond the existing and applied for abstractions may not be available. This needs to be confirmed by the 2012 Crocodile Reconciliation Study released in 2013. CoT received an extended license in 2011 to abstract up to 130 Mℓ/d (47,5 million m3/a) from the Apies River, partly to supply the southern Moretele region. If this region was to be supplied from the Klipdrift WTW as requested by CoT, this portion of the license may have to be transferred to Magalies Water. The raw water may still not be physically available in the Pienaars River system and thus may also have to be transferred. Based on the above, it appears that the Klipdrift WTW could not be extended beyond the 42 Mℓ/day presently planned. The region thus needs to be supplied from local resources as presently the case but possibly with additional augmentation from the Klipvoor Dam/Moretele River system. The reliable yield from this source still needs to be confirmed by DWA.
13. IDENTIFIED OPTIONS
13.1 Introduction
The options identified for this region are focussed on the supply to the Waterberg towns to augment the existing water sources from Klipdrift and local dams, ie. Bela-Bela, Modimolle and Mookgopong with possible off-takes to the Moretele North region situated in Moretele and Madibeng LMs, the JS Moroka North Western region and/or villages in Northern Madibeng presently near or at the end of the Madibeng supply mains.
13.2 Option 1: Klipvoor Dam to Waterberg only with no off-takes
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It is not forseen that water can be abstracted from the Moretele LM region, conveyed past the villages with a water need but with no allowance to meet this, at least during emergencies, in future or as augmentation to current resources. This option is thus not seen as realistic.
13.3 Option 2: Klipvoor Dam to Waterberg with off-takes to Moretele North region
13.4 Option 3: Klipvoor Dam to Waterberg with off-takes to Moretele North and Madibeng regions
Due to unreliable water resources in the neighbouring northen Madibeng LM area, the political boundary between this and the Moretele North area can not be seen as a reason to not assess this option similar to option 2.
13.5 Option 4: Klipvoor Dam to Waterberg with off-takes to Madibeng North and Dr JS Moroko regions
Being situated cloe to the Moretele North area and having similar challenges as the latter, the political boundary should not be a reason not to asses this area too.
13.6 Option 5: Klipdrift WTW to Waterberg with off-takes to Madibeng and Dr JS Moroka
Depending on the availablility of raw water (possibly from the Apies River), this could be the most cost effective option and should be considered with Option 2 to 4.
14. EVALUATION OF OPTIONS
14.1 Option 1: Klipvoor Dam to Waterberg only
It is not foreseen that this option be further investigated as it was done so in detail by DWA and has little advantages over the other options.
14.2 Option 2: Klipvoor to Waterberg and Moretele North
This needs to be assessed to obtain a cost / benefit ratio for comparison with the next options below. Full support would be required from the affected LM.
14.3 Option 3: Klipvoor to Waterberg and Moretele North and Mankwe North
As for option 2, this needs to be assessed
14.4 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko North West
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As for option 3.
14.5 Option 5: Klipdrift WTW to Waterberg with off-takes to LM’s
This option need to be evaluated against the most feasible ofOoption 2 to 4 to determine the preferred water resource and supply areas depending on all factors associated including capital and O&M life cycle costs versus the socio-economics benefits.
15. OTHER ASPECTS ASSOCIATED WITH OPTIONS
15.1 Option 1: Klipvoor Dam to Waterberg only
Not to be further evaluated as a viable option.
15.2 Option 2: Klipvoor to Waterberg and Moretele North
15.3 Option 3: Klipvoor to Waterberg and Moretele North and Madibeng North
15.4 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko North West
15.5 Option 5: Klipdrift to Waterberg and Moretele North and Dr JS Moroko North West
16. FINANCIAL IMPACTS
16.1 General
16.2 Option 1: Klipvoor Dam to Waterberg only
Not to be further evaluated as a viable option
16.3 Option 2: Klipvoor to Waterberg and Moretele North
16.4 Option 3: Klipvoor to Waterberg and Moretele North and Madibeng North
16.5 Option 4: Klipvoor to Waterberg and Moretele North and Dr JS Moroko North West
16.6 Funding options
17. RECOMMENDATIONS FOR NORTH EASTERN REGION
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REFERENCES
1. Magalies Water, Pilanesberg Water Scheme Bankability Report, 25 October 2012. 2. Magalies Water, Presentation: Bulk Water Supply Infrastructure Augmentation Schemes Implementation, Crocodile West Reconciliation Strategy Steering Committee, July 2012. 3. DWA: Consolidation of Feasibility Studies for the Bojanala District in the North West Province into a Bulk Water Master Plan, Revision 2, UWP Consulting (Pty) Ltd, August 2012.
4. DWA: National Non-Revenue Water Assessment North West Province, WRP Consulting Engineers Pty Ltd, June 2012.
5. Magalies Water: High Level Feasibility Study, Bulk Water Supply to Kgetlengrivier and Areas West of Pilanesberg, November 2012.
6. DWA, WRC, CSIR: The National Aquatic Eco-system Health Monitoring Programme (River Health Programme), March 2006.
7. Magalies Water: Regional Strategic Plan and Study Report, SSI, 1991.
8. Magalies Water: Klipdrift WTW Feasibility Report, SSI, 2012.
9. Gauteng Province: Gauteng State of the Environment Report – 2011.
10. DWA: Magalies Water to Waterberg: Groundwater Resource Assessment, Umvoto Africa, Sept 2008.
11. DWA: Magalies Water to Waterberg: Condensed Water Demand Estimation Report, Urban Economics & PDNA Magalies Water: Feasibility Studies 2007/08: Summary and Recommendations Report, PDNA, March 2009. Magalies Water: Feasibility Studies 2007/08: Scoping Report (Final Draft), UE & PDNA, March 2008. Magalies Water: Feasibility Studies 2009/10: Summary Report (on Progress to Nov 2008), PDNA, Nov 2008.
12. JICA, The Study on the Expansion of Capacity of Magalies Water in RSA, July 1997 for DWA by Sanyu Consulting Inc
13. ACIP Project Business Plan for Moses Kotane to DWA on Proposed Bulk Water Supply to Mabeskraal and Neighbouring Villages, November 2012, LSO Consulting Engineers.
14. DWA: Development of a Reconciliation Strategy for All Towns in the Northern Region, SRK, 2009 to 2011 (for Bojanala DM) and SRK, September 2010 (for Metsweding DM) for Cullinan and Surrounding Forums.
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15. DWA: Crocodile West River Reconciliation Strategy 2012: Support to the Implementation and Maintenance of the Reconciliation Strategy of the Crocodile West Water Supply System, BKS & WRP, December 2012, and Water Resources Planning Model Analysis, December 2012.
16. DWA: System Performance Monitoring – Quarterly Report, simulated vs actual Reservoir Levels (March 2013).
17. DWA: Conceptual Planning and Costing of Community Water Supply Schemes - User Guide and Reference Manual, WSM&NS, November 1998.
18. Moretele LM: Feasibility study
19. MW: Klipdrift WTW – Concept Design Report of appurtenant works by LTE and Royal Haskoning DHV, June 2013.
ANNEXURES
Annexure 1: Status quo in Bojanana District
Annexure 2: National Non-Revenue Water Assessment - North West Province – Moretele, Madibeng, Rustenburg, Moses Kotane and Kgetlengrivier LMs (Ref 4)
Annexure 3: Licensing conditions for raw water abstraction
Annexure 4: Municipal master planning for region or town/villages
Annexure 5: Abstracts of Conceptual Planning and Costing of Community Water Supply Schemes (Chapter 6), Ref 17
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