EXECUTIVE SUMMARY

Water Supply

A combination of sources will be used to supply the bulk water requirements of the development. If liscences can be obtained bulk raw water from the Kei River will be pumped into storage dams built specifically to supply water for the Morgan's Bay and Kei Mouth requirements. A treatment plant and storage reseNoir will be built to handle the development's needs. A new distribution infrastructure, including pipelines, booster pump stations and pressure reducing valves will be installed to enable the supply of water to the proposed development to be to the design standard requirements.

Sewage Disposal

Either a conventional septic tank, a hybrid toilet system , or the ' GEM ' multi tank system will be used. The percolation results from the geo-technical investigation were not specific enough to enable us to be definitive on which system will be the best to use. Further testing which will be conducted when detailed development designs are produced and we envisage certain clusters will be able to handle conventional septic tanks.

Electrical Supply

One connection will be made to the existing Eskom line that supplies fanm portion 77 in order to provide the total load of 1.75 MVA for the development. An underground cable network will provide electrical power to the eNen, hotel and pump stations. Eskom have given an assurance that supply is not an issue.

Roads r New internal road infrastructure will be built to provide movement in and around the development, with the existing access from the R 349 being upgraded to suit specifications if necessary.

Storm water

New storm water infrastructure will be installed as and where required to provide proper drainage for the development.

Figure 1: Concept plan of development

P1 001 - Eng Servi ces Report rev1.doc 5 Kei River Eco Development _I

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Mango Grove Eco Estate is an initiative from local private developers that have identified the need for a lUxury eco residential and tourism development in the Kei River area. The private developer is known as the Wood/Change Gear JV cc, and they will fund and manage the implementation of this Development.

This Engineering Services Report will review all the engineering services currently in place and, based on the estimated demands of this Development, will make proposals on the upgrading requirements. The following services will be addressed :

• Water services;

• Sanitation facilities; infra structural requirements, discharge methods, etc. ;

• Electricity supply; bulk and intemal reticulation, etc.

• Storm water; the control of runoff, flood line determination, etc.;

• Road and Traffic aspects; access infrastnucture, layer works, pavement design and alignment, etc.

David Offerman Consulting Engineers were appointed to manage the above actions and will be responsible for the planning, detailed design and Engineer's drawings, compilation of tender documentation, bill of quantities and project specifICations. They will also be responsible for the calling for construction quotations, the supervision of the construction progress, quality, certify payments for construction, and all other aspects of the project management involved in this development.

2, SPECIFICS

2.1 Description

The Mango Grove Eco friendly development is to be situated approximately 9 km from the town of Kei Mouth, which is in the Great Kei Local Municipality. The local municipality falls within the Amathole District Municipality of the Eastern Cape Province. The development is also only 70 km from East London, a major city in the region. A reduced 1: 20 000 topographical map ( see Figure 2 above ) outlines the farm portions making up the development. The proposed development will be based on an eco estate format consisting of approximately 115 high income residential stands and a hotel complex comprising approximately 35 rooms. This development will focus on the upper income market.

As can be seen from the map the development will be situated on Portions 72, 73, 74, 75/1 , 76, 77,78 and 79 of the farm Rocky Ridge. The area is approximately 1150 hectare and is bordered by the Kei River on the northern and eastern boundaries. All other boundaries of this Development are privately owned lands.

2.2 Topographical Features

The geology of the area is made up of mudstones and sandstones of the Karoo sequence. In many cases these have been intruded by dolerite dykes and sheets. One such dyke nuns across the property in a south east to north east direction and is perpendicular to the iCwili River. Dolerite dykes are well known bore hole sites. ( for underground water) With the dyke cutting off the stream it should have excellent recharge potential. The topography of this development is varied with large flat plateaus that slope gently to the south east. These flatter slopes give way to gently undulating ones around the drainage lines, and steep to very steep slopes in the iCwili River gorge and the Kei River gorge. If we put some numbers to these slopes the site rises from approximately 40 mas I in the south east to around 204 masl in the north west. The Beaufort Group is the geologically dominant group in the district and forms part of the Karoo Supergroup. The Beaufort Group is divided into two subgroups, namely the Tarkastad and the Adelaide, which in turn can be themselves divided into formations. The following formations, the Katberg formation and the Balfour formation, make up the geology of this development. The Katberg formation is sandstone rich and is 500 to 1000 mm thick. The sandstone is well lithified and varies in composition from a fine grained, argillaceous variety to a medium coarse grained, arenaceous type. The sandstone is horizontally laminated, cross bedded or massive, and on average comprises 90% of the total thickness. The geology is responsible for the soil types and together they influence the runoff coefficient for the dams. There are three predominant soils, namely

P1001 - Eng Services Report rev1 .doc 7 Kei River Eco Development , I

• Shallow sandy soils that occur on sandstone. They have a bleached layer above the partially weathered • underlying rock and are extremely erodible. • Deep alluvium associated with the small non perennial streams that flow into the great Kei River • Deeper red to brown soils associated with the dolerite sheets. They have a high clay content.

One of the important properties we can glean from a study of the soils is the way that they take up rain water. By knowing this we can determine the amount of runoff that will take place.

2.3 Climate

The average annual rainfall is 1056 mm with a medium of 840 mm. Two distinct peaks occur in spring and autumn although none of the months are exceptionally dry. Thunder storms of high intensity are frequent and can cause erosion. If the soil horizon is saturated flooding can occur. The following is evident from the rainfall figures, namely:

• March has a high average of 105 mm • July and August can be exceptional ( 155 mm and 447 mm respectively) • From the properties of the existing soils found on the properties preliminary rainfall is required to saturate the unconsolidated soil profile before runoff can be expected and thus we can expect runoff to peak in the March and October months. The shallow soil profiles in certain areas could increase runoff to 22% ( regional runoff coefficient is 15% )

2.4 Water Demand

For this development the design is based on the Red book, with a Fire Risk category of Low-risk group 1. The 115 new residential properties will be classified as high income, and hence the estimated water demand was based on the following calculations :

• each erf area = 1200 m' average;

• MOD = 1200 IId/erf = 138 m3/day for individual erven (Annual Average Daily Demand)

• MOD =4 IId/m2 =4 m3/day for the hotel

• Conveyancing losses =10 % and Summer Daily Demand (SDDPF) peak factor =1 .5;

• Design peak demand = 234.3 m3/d ( = 2,7 lis ) exclusive of fire demand;

• Fire Demand = Low Risk - group 1 = 900 IImin, for 2 hour duration.

The main constraints are:

Annual Averaqe Daily Demand ( AADD ) Erven 138 m3/day 115 x 1200Vd ~otel 4 m3/day ~ x1000Vd irotal 142 m3/day

Annual Demand 1830 m3/annum

Water Conveyancing Losses ( L ) 0 y,

Summer Daily Demand Peak Factor ( SDDPF) .5

Design Flow for the bulk main and pumps to the storage reservoir ( DFR ) 12.7 Is \ADD x L x SDDPF

Reservoir Size 77 m3 x DFR + 2 h Fire Flow

P1001 - Eng Services Report rev1 .doc 8 Kei River Eco Development

Peak Factor ( PF) .5

Desion Flow 12.3 Is IPFxAADD

Maximum Pressure 90 m Static Head

Minimum Pressure 4 m under PD

Maximum Velocitv in PiDes 1.2 mls

Fire Flow ( Low-risk GrouD 1 ) 900 Imin

nder PD with one hydrant Minimum Fire Pressure ~ m ooen I

Maximum Distance from a hydrant 40 m

Maximum Fire Flow Velo"lty in PiDes mls

2.5 Sewage Disposal

In most large cities and towns water borne sewage systems are in place which either gravitate the sewage to a central pump station, from which the sewage will be pumped, or else the sewage flows directly to the sewage treatment plant. However, in the rural areas and in smaller towns this is not always possible and on site ( i.e. at each property) sewage treatment processes are considered as completely acceptable viable alternatives. Numerous studies have been done on sewage treatment systems and all have specific advantages and disadvantages. Various systems are available on the market and infrastructural, as well as maintenance, costs are relatively economical. If the environmental constraints are not affected then the recommended alternative will mainly depend on the preference of the Developer based on the type of development and the economical aspects.

There are two main categories of on site sewage treatment systems available. The " dry system ' which is typically the "Enviro Loo" type systems, is the system where the solids and liquids are separated and higher maintenance is required to periodically remove dry solids. Although advanced systems are available which are odourless and require low maintenance these are non-flush applications and not very human friendly. They are definitely not suitable for this type of upper-<:Iass development even though they are economical. The second category is the ' wet system " and in this system are septic tanks, in combination with, or without, ' French Drains" or similar applications. These generally require low maintenance and are human friendly, but are more expensive than dry systems. There are very advanced variations now available that do not depend on the evaporation rates and soak away requirements and which can therefore be utilised even in the poorest soil conditions

The sewage discharge for the development is based on figures from the Red book and SASS 0400 and are as follows:

Average Discharge (AD) Erven 115 m3/day 115 x 1000 lid Hotel 3 m3/dav x 1000 Vd otal 118 m3/dav

The following " wet systems' " were investigated:

2.5.1 Sewage Treatment Package Plants ( STPP )

Small STPPs' ( to service the whole, or part of, the development) are available in the market. These are prefabricated to suit specific demands and fitted in bulk steel container's where biological treatment takes place. This is an advanced ( mainly automatic) process, and relatively expensive. A STPP also requires a

P1001 - Eng Servi ces Report rev1 .doc 9 Kei Rive r Eco Development

sewer pipe and manhole system that gravitates towards this plant which contributes to additional infrastructural costs. Such STPP's require regular maintenance and a semi-skilled operator needs to be appointed to manage the plant. Failure to attend to the plant on a regular basis may result in poor effluent quality and implies a risk to the environment and groundwater conditions. Similarly, because of the topographical layout and the widespread distribution of erven in the development a water borne system will result in the construction of +/- 6 sewer pump stations, plus the environmentally sensitive crossing of almost all the streams on the property with gravity and sewer pump pipelines, and this in itself is not economically viable. Without too much work it is clear that this alternative is probably not practical for this type of development.

2.5.2 Conservancy Tanks

Conservancy Tanks are an option and can be built on individual erven, or one per cluster of houses. These conservancy tanks need to be pumped out by a sewage vacuum tanker every 5 to 7 days. With this option the developer must buy his own sewage vacuum tanker which is expensive, needs maintenance and can be a disturbance to the home owners.

Conservancy Tan k size per Ert 7 m3 ( AD/erven x 7 days/ert )

Conservancy Tan k average size per 5 m3 ( AD/erven x 5 days/ert ) cl uster of erven

2.5.3 Septic Tanks

Part of the scope of the gee-technical investigation was to do percolation tests in strategic areas i.e. where the clusters of houses will be located, and from these results see what percentage of the development can be connected to a septic tank system. These systems must be designed to give the best drainage possible for that specific area. This system is also the most cost effective solution with the least maintenance attached to it.

Where the percolation test fails the septic tanks can be linked to a small bore system where the overflow of the septic tanks is linked to a pipe line that links all the tanks. The sewage can then get pumped up to an on site small STPP ( see 2.4.1 ) for biological treatment of the effluent. Note that these septic tanks on a small bore system like this need to be pumped out every 6 months as they will act as slow digesters.

The sizes of the tanks for a septic tank system that had to have a small bore system attached are the same as if only a septic tank system was required i.e. where the percolation tests were acceptable.

The in-situ soil percolation tests ( rate of seepage) were not very favourable for soak away drains, based on the DWAF's ( Department of Water Affairs) guidelines and possibly more tests will be carried out to detenmine if each site for each cluster of houses will be suitable or not.

The results from the geo-technical investigation are as follows.

Position Materials Description Depth Percolation Rate

mm mm / hr

TP2 Ok Y Br dec Dol + cly s 1000 60

TP3 Ok 01 dec Dol + cly s 1000 51

TP5 ItY Brdec Dol + cly s 1000 60

If one was to measure the suitability of a site for having soak aways we would initially look at the following values. However, these values that are given below can only be a guide for the suitability of specific

P1001 - Eng Services Report rev1 .doc to Kei Ri ver Eco Development

sanitation systems and further tests may be required

~ 300 mm / hr - any sanitation system can be used

~ 100 - 300 mm / hr - any sanitation system can be used

~ 25 - 100 mm / hr - these sites may not be suitable for septic tank systems especially if sites are small

~ 15 - 25 mm / hr - suitable for all sanitation systems except septic tanks

~ 8 - 25 mm / hr - suitable for all dry or semi dry sanitation systems

~ < 8 mm / hr - not su~able for soakaways

Septic tank details would be of the following magnitudes

septic tank size per ert 4 m3 ( AD/erven x 4 days/ert )

septic tank size average per cluster of erven 2.5 m3 (AD/erven x 2.5 days/ ert)

I

Rates of Percolation and effluent application

Rate of application of effluent to subsoil Percolation Rate: Average time for a 25 mm infiltration areas ( Litres per m2 of soak fall of test water level in minutes away wall area per day)

o to 3 min 108

3 to 5 min 108 -100

6 to 10 min 99 80

11t015 min 79-65

16 to 20 min 64-53

21 to 26 min 52 -40

27 to 30 min 39 - 33

over 30 min not suitable

From the preliminary investigation there is every likelihood that a variation to the septic tank, or a combination type septic tank system, would be recommended for this development, and thus various alternatives of this" wet system" were considered. The alternatives are:

1) Large conventional septic tanks can be constructed for each household where sewage and foul water are collected, without any soak away. The capacity is generally around 4 m' ( see table above) for each household and the tank should be watertight. Multiple installations can gravitate to this tank,

P1001 - Eng Services Report rev1.doc 11 Kei River Eco Development II

which is an advantage for large residential buildings where there are a number of toilet, bath, shower and basin installations. This would also work where installations exist at various points on the property ( i.e. not only from one single toilet installation ). The capacity of the septic tank will determine the frequency that the sewage vacuum tanker will be required to empty the septic tanks. This option is recommendable although not necessarily the most preferable for this development.

2) The Hybrid Toilet System operates through a specially manufactured primary tank which discharges into a separate secondary tank, and this soaks away into an absorption trench. This is an advanced small anaerobic digester system, installed at each household, and which requires a ventilation pipe to be installed at each primary tank. Although each toilet installation requires a small primary tank, multiple primary tanks can gravitate to one secondary tank for each household. Foul water (baths, basins and showers) can be connected directly to the secondary tank. This installation is also recommendable and is practical, advanced and human friendly. It is, however, more expensive. A complete hybrid installation for this type of household will cost in excess of R 20 000.00 depending on the amount of sanitation installations that need to be connected.

3) The third alternative is the maxi "GEM" which is now a household name amongst owners and developers of new residential properties in rural areas. The "maxi" consists of four tanks. It incorporates an up-front anaerobic tank with a specialized form of snubbing of the volumetric flow into the secondary anaerobic tank, with a special feature to accommodate a short term overload in excess of 1000 litres in the primary tank. Thus the effluent passing from the first to the second anaerobic tank becomes broken down almost to a silky like fluid, on average, and then, final digestion takes place in the second tank before passing on to the aeration tank. We have also incorporated an airlift sludge return pump at the end of the aeration tank, whereby any sludge not finally digested is returned, in equal proportions, to both the aeration tank and the second anaerobic tank. The fourth and last tank is a holding tank incorporating a suitable submersible pump, equipped with a float switch.

Although the "GEM" is intended to replace the septic tank I French drain system entirely in all areas not serviced by a municipal sewer, it was primarily designed to be used in areas where there is evidence of dolomite, clay or decomposed granite, or environmentally sensitive areas. An anaerobic septic tank does not purify sewage water to nearly the same quality as an aerobic process. Although the effluent is not purified to "general standards" it is nevertheless safe and can be used in a number of applications. The most useful is to irrigate it onto lawns, gardens, flowers, etc.

The maxi " GEM " is however not cheap and retails for about R 40 000.00 excluding the civil work to bury the tanks in the ground, etc.

More than likely a combination of the alternatives discussed above will be used to give the best environmental and cost effective solution to the sewage discharge.

As has been stated the designs that were investigated were based on the Red book and SASS 0400.

2.6 Electrical Demand

This project entails the development of 115 erven. As this is to be considered an " upmarket " housing development it can be accepted that a design ADMD value of 10 kVA per erf (three phase) be acceptable per housing unit. In addition to this the development will a boutique hotel and lifestyle complex at 500 kVA.

This will relate into a required bulk electricity supply of approximately 1.75 MVA which will be realised by taking bulk supply from a point on the Eskom network.

2.7 Road Requirements

The development will require one main access road from the R 349 which will be used as a service access as well. The main access is an existing access that should already be registered at the provincial Roads Department as it is already used by Rocky Ridge and the neighbouring farmers. Although the recently upgraded and completely realigned R 349 would have had this access built to the Roads Department's specifications it will need to be checked for compliance and it will be upgraded if necessary. There is a second access point onto the property which is also an existing access for a number of the neighbouring farmers, and this entrance should already be registered as well. The size of the proposed development is small and the volume of traffic at both these entrances will not increase substantially to warrant any upgrading.

P1001 - Eng Services Report rev1 .doc 12 Kei River Eco Development

_1.::.-______

Intemal roads need to be constructed to give access to all the erven. All roads will be designed for a speed of 40 km/hr. These roads will be either 4.0 m wide sealed , ( paving or cobblestones) or concrete strip roads ( more in keeping with the eco development) and the pavement layers will be designed as a ESO,1 pavement design class.

2.8 Storm Water Requirements

Storm water needs to be diverted, detained and released in the natural streams to prevent it from doing any damage to the roads, bridges and natural streams enviroment. If storm water pipes are required they will be designed for a 15 year flood. Gabions will be installed on critical sections to prevent erosion.

3. LIMITATIONS

This report is an Engineering Services Report which will be submitted as part of the Town Planning and Rezoning application. This report is not a detailed Design Report and does not cover the following aspects:

• Town Planning, Land Rezoning, Cadastral, etc. information ( compiled by NPM Planning)

• Enviromental aspects ( compiled by Coastal and Enviromental Services ( CES) )

o A full environmental investigation study (which includes the effects to neighbouring areas) is in progress and is being managed by CES . A separate report will be submitted that covers all aspects of this development. Details on the EIA aspects can be obtained from Dr Alan Carter at ( 043 ) 742 3302.

• Solid Waste Disposal aspects

o Solid waste management will be addressed by the Developers at a later stage.

o More than likely it will be proposed that a small communal disposal point be created on site where solid waste can be sorted and dumped according to types of waste, i.e. paper, plastic, glass and garden refuse. It is assumed that suitable arrangements will be made based on Municipal regulations and guidelines.

• Occupational Health and Safety aspects

• Architectural aspects.

4. GEO-TECHNICAL INVESTIGATION

A detailed geo-technical investigation was done by Controlab in East London. A copy of the complete geo­ technical investigation report is attached to this report, as an Annexure B. More details on geo-technical aspects can be obtained from John Atterbury at Controlab on 043 722 5420. The primary purpose of this investigation was to perform a soil classification for in-situ material, identify clayey and rocky areas and to obtain data on the bearing capacities at various points on site.

Important aspects that can be highlighted from this investigation are as follow :

• eight (8) test pits were excavated between refusal or the maximum reach of the machine and 7 DCP tests were driven up to 1,915m deep on selected points on site;

• All test samples were dry (no ground water seepage was visible) during investigation,and there was no indication of high water tables;

• The soil conditions were fairly consistent during the investigation with both Aeolian (wind blown) soils and Residual (weathered from parent rock) soils present at all test pits;

P1001 - Eng Servi ces Report rev1 .doc J3 Kef River Eca Development

• The foundation indicator tests carried out displayed low to medium expansiveness risk.

• The TRH20 classification indicated that the material varied between an "A" and a "8" classification;

• The quality of the material tested during the investigation for the structures varied from being less than that of a G 1a material to a G6 material. The top horizons of silty and clayey material will not be suitable for use in construction. The decomposed dolerite tested was generally a G7 quality and will be suitable for use in construciotn for both structural ( formations or platforms) or in the required road works. The shale material tested varied between a G8 and a G6 quality.

5. SOIL PERCOLATION TESTS

Detailed soil percolation tests were done by Controlab. The percolation test results are included in the Geo­ technical investigation report, bound into Annexure 8. The primary purpose of these tests were to determine the porosity of the in-situ soil, ground water depths and the seepage rate at various positions on site in order to comment on the viability of on site sewage effluent disposal systems and soak-aways.

Important aspects that can be highlighted from these tests are as follow :

• Three (3) percolation test pits were excavated and tested on site at a depth of 1000 mm;

• Percolation was not very rapid in all tests due to the presence of decomposed dolerite;

• Although all tests passed the min imum requirements for the installation of septic tanks they were not conclusive and other altematives to soak aways need to be considered

6. EXISTING ENGINEERING SERVICES

6.1 Water Supply

6.1 .1 Existing Raw Water Supply

There is currenlly no bulk water supply to the property.

As per the water demand in 2.4 above the development needs 51 830 m3 of water per year, which equates to 2.7 lis. As has been stated the peak rainfall period for this area occurs between October and March each year which falls within the holiday periods.

The details of the existing water sources are as follows:

1) iCwili River.

The river has an effective catchment size of 334 ha with a mean annual runoff of 3.5 million kl. Although the river is considered to be perennial the reserve is calculated to be less than 120 kllday during a 1:50 year drought. This amount is insufficient for the area if we include the town of Kei Mouth's requirements as well. If a dam is built in the iCwili river it would need to have a capacity of 55 000 m3. The site will require a thorough in vestigation due to the environmental constraints. The liscensing and approval from DWAF could take 2 to 3 years.

2) Kei River

The Great Kei has an adequate reserve for both the town of Kei Mouth and the proposed development and this was confirmed by Mr Chipps at a recent meeting with DWAF. If the Developers were to

P1 001 - Eng Services Report rev1 .doc 14 Kei River Eco Development

abstract water from the river a liscence for abstraction will be required from DWAF. The abstraction point will require a design and EMP guidelines.

3) Rainfall harvesting

This relates to that resource that is harvested from the runoff from the roof structures of the developments' buildings. From the rainfall statistics the total amount of potential rainfall harvest available is 27 000 m3 which will provide an average supply of 0.85 li s for 24 hours. This amount is naturally storage dependent.

4) Groundwater

A large dolerite dyke traverses the property in a south east to north west direction and is perpendicular to the iCwili river. The likelihood of this being able to develop a well field that can supply the development with 2 Vs is good. A recent borehole drilled on a smaller dolerite dyke within the iCwili township had a blow yield of 8 li s. There are some attractive points to consider with this option.

• Allows abstraction relatively close to the clusters thus eliminating costly piping reticulation systems. • Liscencing is simple and fast. • Treatment and operation costs that affect levies are low

Based on the above mentioned sources there is no doubt that sufficient bulk raw water is available for both the developments' needs, and for the towns of Kei Mouth and Morgan's Bay. The four options outlined above will be further investigated with regards to financial feasibilities and the legislative requirements of DWAF and the DEDEA.

From an investigation by Mr Chipps the chemical analyses of the water from the Kei River indicated that the overall water quality is a Class a with the treatment of Iron and faecal coliforms required.

6.1.2 Existing Water Infrastructure

There is no existing water infrastructure i.e. pump station, reservoir, treatment plant or reticulation network on the site of the development and this will be designed and installed.

6.2 Sewage Disposal

6.2.1 Existing Sewage network and infrastructure

There is no municipal water borne sewage network or collector pipelines adjacent to or in the near vicinity of the development. The neighbouring farms and other rural properties have individual on-site sewage disposal systems, eg septic tanks with soak aways, etc. There is no existing sewage infrastructure i.e. pump stations, treatment plants, septic tanks, conservancy tanks or reticulation network pipelines.

6.3 Electricity Supply

6.3.1 Existing Bulk Electrical Infrastructure

There is an existing 22 kV power line from Eskom that runs next to the main road to Kei Mouth ( R 349 ) from which a connection point to farm portion 77 has already been installed. A transformer exists on portion 77 from where a new underground electrical distribution network for the internal reticulation will be designed and installed. The relevant authority Eskom will perform all actions required to connect on to the existing system, supply and install all network cables and construct distribution boxes in the new internal street reserves. The house owner will thereafter be responsible to connect from the supply cable at the stand boundary to the internal distribution board inside the house building.

Eskom have capacity to accommodate the development.

6.3.2 Existing Internal Electrical Infrastructure

P1001 - Eng Services Report rev1.doc 15 Kei River Eco Development

The only existing internal electrical infrastructure is to the farmer's house on portion 77.

6.4 Storm Water Infrastructure

6.4.1 Existing Storm water Infrastructure

No storm water infrastructure exists on the site of the proposed development. All storm water currently runs over land to the streams and the Kei River that cross or border this development respectively.

6.4.2 Flood line Determination

Flood line calculations were done and the 1 :100 year flood line was calculated and demarcated on the Development Plan - a copy of which can be seen on Figure 3 below. No buildings may be constructed within the 1 :100 year flood line zone. As has been recorded the annual average rainfall recorded for this area is 1056 mm (MAP) per year.

1~:!'-~~.i. 1

Figure 3 : 100 year flood line ( in green) of the Kei River

6.5 Road Infrastructure

6.5.1 Existing Road Infrastructure

The existing Kei River Road ( R 349 ) runs near to the western boundary of this Development. This road is a single lane road with 3.1 m lane widths. The road has a bitumen surface in a good condition and has no kerbing or edge restraints either side. There is a 1.2 m surfaced shoulder on this road. The road has no horizontal curves in reasonably close proximity to the proposed access for this Development which would prevent long sight distances. A few small vehicle entrances exist along this road for the neighbouring rural properties and these are not influencing the access. The existing entrance already consists of transition lanes to accommodate the immediate entrance and exit movements of the traffic generated by this development. Both the deceleration and acceleration lanes commence with a 3.1 m lane ,width at the new bell­ mouth entrance and taper into the existing road edge over a 30 m distance. The position of the access can be seen on photo 2 below.

No traffic counts or Traffic Impact Analysis (TIA) have been done for this Development. The existing low traffic volumes and increased future traffic volumes due to this Development will not justify such a requirement. As

P1001 - Eng Services Report rev1.doc 16 Kei River Eco Development -

noted already the Kei Mouth Municipality I Provi ncial Roads Department's requirements and approval regarding the deceleration and acceleration transition lanes at this entrance must be confirmed.

No new accesses or entrances off the R 349 are proposed for this development and only a new security controlled entrance which will be constructed well away from Ihe R349.

i

::;; -~::"J\ -:f.' ~~.: .':{' ".

,,.~ i, :.J

.'. ... ~ .. p. '~ ,

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Photo 2: Access off R 349

6.5.2 Internal Road Infrastructure

At present there are small farm roads that are not aligned and not suitable for the development. However, the geo technical report has indicated there is excellent road building materials on the property wh ich will be used for the road layers.

7 PROPOSED UPGRADING TO INFRASTRUCTURE

7.1 Water Supply

The Developer will be responsible to supply and install the internal water reticulation ( including valves and fire hydrants) and to install a water meter at each property. The future management and maintenance of the internal water supply reticulation network will also be the responsibility of the Developer.

P1001 - Eng Services Report rev1.doc 17 Kei River Eco Development

In order to treat the raw water it is proposed to construct a reservoir on some point on the property. A treatment plant will be constructed near the reservoir. The plant will be a package plant, designed to treat and chlorinate the class and type of water from the dam at a rate of 1.2 lis and then pump it into the reservoir.

The developer will decide, once the detailed designs have been done, where to position the storage dam. Because of the undulating terrain the water network may have to be diverted into different zones' due to pressure build ups over the development area. However, from the preliminary investigations it is apparent that the reservoir cannot be built at a height that is required to give sufficient gravitational pressure ( 25 m at peak discharge) to the erven on the highest part of the development and therefore, to accommodate these erven, a booster pump will have to be installed on a separate network to ensure a minimum pressure of 25 m for all erven.

From the preliminary investigations the Engineer's have found that at the lower levels of the development area the reservoir, even positioned near the storage dam, will be too high and a pressure control valve will need to be installed to avoid the pressure at some of the erven exceeding the maximum of 90 m.

As per section 6.1 above there are a number of sources of water for the development but in general, depending on costs and the availability of liscences, the most economical and sustainable one, or in all probability a combination of the four, sources identified in 6.1.1 above will be used.

From preliminary investigations the most economical method of obtaining the bulk water would be from the Kei River itself. A pump station would have to be built to pump water from the Kei river into a storage dam on the property. Once water is in the storage dam a submersible pump will extract this at a rate of 0.6 lis ( DFR ) to a new reservoir and water treatment plant. The proposed reservoir is sized for 48 hour storage of the An nual Average Daily Demand ( AADD) plus 2 hours of fire flow and will have a capacity of 577 m3.

In order to secure water supply in the dam a system will be used to pump water from the Kei River. A submersible pump will be installed in the river and this will pump against a low head into storage facilities above the 100 year flood line. A second submersible will then pump the water up the slope into the storage dam. This head is considerably larger at 180 m. The two submersibles in the river valley have different duties. The main submersible pump will operate as a 1 + 1 system ( 1 operational and 1 standby) with 2.2 kW motors at a duty of Q = 2.2 lis ( DFR) and H = 180 m and the pumping main will be a 63 mm HDPE class 16 pipe approximately 1000 m in length. The submersible in the river will not have a backup due to seasonal flooding although a system will be designed to safeguard this pump in times of flooding.

The second most reliable source of bulk water supply will be the drilling of boreholes. Mr Chipps, from a preliminary water source evaluation for this eco development, is extremely confident that boreholes will be able to supply the whole development easily. These will definitely be assessed due to the fact that a borehole could be drilled at each cluster, therefore negating the need for an internal reticulation system. However, there are drawbacks with one being that individual treatment plants will be required at each as well.

As has been stated elsewhere in this report, if the environmental constraints are not affected, and liscences and the necessary documentation can be obtained, then the recommended supply will mainly depend on the economical aspects.

7.1.1 Internal Water Reticulation

All internal pipelines (varying between 110 mm dia and 63 mm dia pipes) will be installed within the 8 m road reserves, with a 25 mm diameter off-take house connection to each ert. A bulk water meter, isolation valves and fire hydrants are proposed on the water network. Fire hydrants need to be installed at 240 m intervals and be able to deliver a 900 I/min flow with a minimum pressure of 7 m.

Purified water will feed into the network from the new proposed reservoir.

7.2 Sewage

7.2.1 Recommended Sewage Discharge System

P1D01 - Eng Services Report rev 1.doc 18 Kei River Eco Development

1) Based on section 2.5 above is it recommended to supply and install the third alternative which is the maxi "GEM" where no soak aways are allowed due to poor percolation. As has been discussed the "maxi" consists of four tanks . It incorporates an up-front anaerobic tank with a specialized form of snubbing of the volumetric flow into the secondary anaerobic tank, with a special feature to accommodate a short term overload in excess of 1000 litres in the primary tank. Thus the effluent passing from the first to the second anaerobic tank becomes broken down almost to a silky like fluid, on average, and then, final digestion takes place in the second tank before passing on to the aeration tank. We have also incorporated an airlift sludge return pump at the end of the aeration tank, whereby any sludge not finally digested is retumed, in equal proportions, to both the aeration tank and the second anaerobic tank. The fourth and last tank is a holding tank incorporating a suitable submersible pump, equipped with a float switch.

2) If however the percolation rates are adequate we will recommend that the developer supply and install the Ballam-Waterslot septic tank system in conjunction with a French drain system at each property­ see Figure 5, 6 and 7. It will be recommended that the complete sanitation system is installed as part of the Engineering Service installation stage as this will be an advantage to prospective owners.

Figure 5: Baliam-WaterSlot Septic tank

A typical French drain installation will be as per Figure 6.

= .;. REf'; : B :W ;7~~4~;;·. ,.:.

. ".';"~i;;P~'.;;'j ;~' .,;;,,,. , :f' iilil: u¢tR: AI\P.~~to>'·. . . . ,-:£i1rM.OIAM ,'I,E'j' f,p.~ 'J(j ~\~~'(?~ I h ; i?, C;,:; .~~ , ...11 WPOLV-ltIB'"o

~

P1001 - Eng Services Report rev1 .doc 19 Kef Ri ver Eco Development

Figure 6: French drain installation

A typical French drain cross section will be as per Figure 7.

Figure 7: French drain Cross Section

TYPICAL FRENCH DRAIN INSTALLATION

IN- SITlJ TOPSOIL BACKnLL

I ~ 75mm e PERFURAITO PVC RIYERSANO SUB- SOIL ORAlNNlE PIPE IMPORTED LAYER

10. ~ E~BRANE

SELECTED I~PORml GRANUlAR INFlLL C19mm TO l00mm)

pEReD! AW N TEST SFApACf BAlf­ BB 1 /~/d"1 EFFlUENT - 60X x 2250 I/h/d ~ 1350 I/d AREA REO - 1350 / B8 ~ 1Mm'/h

DRAlN.6.G E AREA: (Ux2)x7m - 1S.4m'

7.3 Electricity Supply

7.3.1 Electrical Infrastructure

Based on a conservative estimate the electrical demand for an upper class residential development of this magnitude will result to a consumption of 300 000 kWh per month. This will necessitate new electrical supply infrastructure of approximately 1.5 MW.

P1 Q0 1 - Eng Services Report rev1 .doc 20 Kel River Eco Development

I

Underground cables will be installed from the distribution boxes to various houses (up to inside the stand boundary). All of the latter will be done by Eskom, based on the Engineer's design layout and specifications.

It is noted that the electrical supply of the region, and in fact the whole of the country, is under huge pressure, due to the limitations on capacity. A detailed investigation on the economical and practical methods to incorporate energy efficiency initiatives and renewable energy projects as part of this Development will be done during the Detail Design Stage. Aspects that will be considered, amongst others, are the following:

• Solar energy hot water systems - various advanced systems are available on the market; • Energy efficient light fittings, eg 12V or compacted florescent lights; • Introduction of gas appliances where practical possible; • Installation of Load Shedding relays; r • No under floor heating installations will be allowed; • Ceiling insulation as well as hot water geysers blankets to be provided and hot water pipes • shall be wrapped, according to minimum specifications; • Installation of fuel operated generators, to serve as part-time and lor full time supply to • certain demands as well as emergency back-up during power failures; • Solar panel streets lights will be installed, if street lighting is preferred by the developer.

The bulk electrical supply will be accommodated through the existing line to Farm portion 77. The bulk supply and metering points will be taken at 11 kV on the Eskom side in order to continue the internal cable reticulation at11kV.

7.3.2 Internal Electrical

The internal reticulation will be accomplished by means of an 11 kV underground cable network. The fact that only one bulk point can be used means that it is necessary for the development to have internal trunk feeder cables running from this point.

These LV feeder cables will have copper conductors unless Eskom approve the use of aluminium conductors. The size of the cables will be calculated using Reticmaster software based on a 1 OkVA ADMD with 45A circuit breaker per erf, to keep the voltage at the house within the nominal supply voltage of 230V +- 10%. The input voltage has not yet been given and has been assumed to be 100% of nominal voltage, i.e. 230V on the LV side of the transformer.

Distribution kiosks will be fibreglass. 60A single phase, slow tripping curve ( CBI orange handle or similar) circuit breakers will be installed for the service cables. Each kiosk will be fitted with a main circuit breaker. The LV feeder cables will loop from one kiosk to the next.

The distribution can thus be done using 25 mm2l3CIXLPE cable. The LV distribution to the individual units will be designed to achieve the correct voltage levels at 10 kVA per unit ADMD

7.4 Roads

The main access must be upgraded as per the Provincial Roads requirements. The design of the horizontal and vertical alignment of internal roads must be done to accommodate the design speeds of 40 kmlhr. The pavement layers will be designed to carry a traffic load of ESO,1 . The design of the internal roads will ensure that the minimum of earth works is necessary as the road alignment will follow the natural slopes and the road foundations in most parts are very good.

The internal road network will consist of a main road from the R349 to the resort and access roads will be constnucted from the main road to the erven.

All internal roads will be constnucted within a new road servitude and are to be registered as part of the Town Planning application. If the Developer decides to seal the roads in the conventional manner the road travel width will be 4.0 m with a 3 % single cross fall against the natural slope, with kerbing or edge beams on both sides to protect the road surface against damage, edge breaks and erosion. In line with the eco status of this Development block paving or cobble stone paving would be proposed for the seal, or road wearing course of these roads.

P1001 - Eng Services Report rev1 .doc 2 1 Kei River Eco Development

Concrete strip roads will also be designed for the eco estate. They are economical and durable all-weather roads, especially suitable for farms and rural areas, and are made with concrete strips laid as wheel-tracks. Such roads have proved themselves in many countries in rural Africa. In Zimbabwe for example they have given excellent service over many years, even on provincial-class routes carrying fast traffic.

These roads can be built without expensive or sophislicated equipment and by comparatively unskilled labour. Strip roads are a particularly useful means of making steep roads passable in all weathers. The design is simple, and can be constructed using an extrusion machine as shown in Photo 3. Photo 4 is an example of a completed strip road before backfilling. The dimensions would be, except for long curves where the strips should be widened as required, 600 mm wide and 1 500 mm apart, centre to centre, strips are recommended, as shown in Figure 4.

Figure 4: Cross section of strip road

1 WO mm cBriIi'e t

r=00 IQ0- ·rtJt4I 900 = III' " 000 F I

Photo 3: Extrusion machine and strip road

P1001 . Eng ServIces Report rev1 .doc 22 Kei Ri ver Eco Development

I

Photo 4: Completed section of strip road before material replaced between strips.

P1001 - Eng Services Report rev1 .doc 23 Kei River Eco Development

7.5 Storm Water Infrastructure

7.5,1 Proposed Storm Water Infrastructure

The majority of storm water will be conveyed over land to the Kei River that borders the development site. r No storm water pipes will be installed along the new internal roads, although some may be installed under the roads in certain places. If necessary, road kerbing and open trapezoidal shaped channels will also be installed to direct and convey storm water to discharge into the existing river and streams. These storm water channels will be lined with cemented stone pitching where 1 in 10 year flood velocities exceed 1,2 mis, in order to prevent erosion.

Residentiat properties must allow for surface storm water to run overtand from higher lying areas towards the river. This will imply that, shoutd fences be constructed on the downstream side of a property, drainage holes at r natural ground level must be created to controlled discharge points for storm water. Lower lying properties will therefore have to accommodate storm water running from neighbouring higher lying properties. Although it is not envisaged to have any fences this accommodation of the storm water across properties will be taken into account.

Storm water pipes will be installed at low points to protect the road and allow the water to drain into the natural streams. These pipes will be designed for a 1 in 5 year flood. Any streams that need to be crossed will be done using precast concrete culverts designed to accommodate the 1 in 50 year flood.

8 CONCLUSION

Following the discussion above regarding the provision of bulk engineering services to the proposed Mango Grove Eco Estate Development the following conclusions can be drawn pertaining to each of the respective bulk services.

8.1 Water Supply

Although there are various options the best one is to build a storage and pumping facility that will transfer raw water from the Kei river to the storage dam catchment area. A pump station and rising main with a capacity of 2.2 lis will be built to pump raw water to the water treatment plant that will be built next to the reservoir.

The water treatment plant, with a capacity of 2.77 lis, and reservoir, with a capacity of 577 m3, will supply the entire development wrth water

Due to the terrain the water network will most probably be diverted into a different zones' to provide the necessary design pressures.

8.2 Sewage disposal

From the preliminary investigation there septic tanks, or a combination of this system, would be recommended for this development. The alternatives are:

1) Large conventional septic tanks can be constructed for each household where sewage and foul water are collected , without any soak away. .

2) The Hybrid Toilet System operates through a specially manufactured primary tank wh ich discharges into a separate secondary tank, and this soaks away into an absorption trench.

3) The third alternative is the maxi "GEM" which was designed to replace the septic tank I French drain system entirely in all areas not serviced by a municipal sewer. It was also primarily designed to be used in areas where there is evidence of dolomite, clay or decomposed granite, or environmentally sensitive areas.

It is envisaged that in most cases a combination of the options will be considered. Depending on the options and locations a package plant may also be looked at which will be used to treat the sewerage.

P1 001 - Eng Servi ces Report rev1 .doc 24 Kei River Eca Development

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t:: 0 ::c Q. W D:: ~ -n:J ::::» U .-C >< .c W u Z ~ Z 0 CD c:c C!)

L

I CLIENT: DAVID OFFERMAN CONSULTING ENGINEERS r PROJECT: ECO ESTATE ROCKY RIDGE FARM

I DATE: OCTOBER 2009

REFERENCE: 49354 f

Assisted by: Control Civil Services cc D Louw Pr Tech Eng, MSc (Civil)

I

Geolechnical lnvesligatioo Report

AN ENGINEERING GEOLOGICAL INVESTIGATION FOR THE PROPOSED Eco Estate ON THE ROCKY RIDGE FARM IN THE KEI RIVER AREA WITHIN THE EASTERN CAPE PROVINCE

REPORT REFERENCE: 49354 / 2009 OCTOBER 2009

CONTENTS:

1. INTRODUCTION ...... •..... 1 2. SiTE DESCRiPTION ...... •...... 1 3. INVESTIGATION PROCEDURE ...... 3 4. GEOLOGy ...... 5 5. ENGINEERING GEOLOGICAL EVALUATION ...... •...... 6 6. CONCLUSIONS AND RECOMMENDATIONS ...... : .... 9 7. REPORT PROViSiONS ...... ••...... 9 8. REFERENCES ...... 9

New Eco Estate at Rocky Ridge· 49354 October 2009

Geotechnical Investiga ti on Repo rt

1. INTRODUCTION

1.1 Terms of Reference

This report presents the results of an engineering geological investigation for the proposed Eco Estate on the Rocky Ridge Farm. The aim of the investigation was to establish the surface and subsurface engineering geological properties of the site.

1.2 Available Information

a) Layout drawing b) Profile log c) Foundation Indicator test result d) Road Indicator test results e) Dynamic Cone Penetrometer readings f) Geological Map: Chief Director of Surveys and Mapping: Scale 1 :250000

2. SITE DESCRIPTION

2.1 Location

The site is located within the Komga area close to the town of Kei Mouth within the Eastern Cape Province. The area that the investigation was performed on was approximately 1150ha and was on portions 72. 73. 74. 75/1. 76. 77. 78 and 79 of the Rocky Ridge farm. Site is situated on the northern side of the Provincial Road R439 and the northern boundary of the proposed site is the Kei River. The eastern and western boundaries were farmed areas.

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Geotechnical Investigation Report

2.2 Vegetation

The natural vegetation generally consisted of field grass and small trees.

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Geotechnical lnvesligation Report

2.3 Land Use

There is no evidence of mining activities having taken place in the study area and it was portions of the Ro cky Ridge Farm .

2.4 Climate

Kei Mouth normally receives about 699mm of rain per year, with most rainfall occurring during summer. It receives the lowest rainfall (13mm) in June and the highest (92mm) in November. The average midday temperatures for Kei Mouth range from 20.4"C in July to 25.4"C in February. The reg ion is the coldest during July when the mercury drops to 9.5"C on average during the night.

Wienerts climatic N number for the area is less than 2, which should indicate that the rocks would decompose implying that chemical weathering would dominate over mechanical weathering.

3. INVESTIGATION PROCEDURE

3.1 Field Investigation

The field investigation consisted of eight (8) trial holes. Dynamic Cone Penetrometer (DCP) tests were carri ed at each of the trial pit positions. The depth of the trial pits were to refusal depths or the maximum reach of the machine used in the investigation and were profiled by a qualified Engineering Technician utilising "The Revised Guide to 80il Profiling for Civil Engineering Purposes in Southern Africa" produced by Jennings Brink & Williams. All the trial pits were machine (TLB) excavated.

The trial pit positions were chosen to reflect the soil conditions at the proposed housing location (TP 1 to TP6) and at a possible material source for the gravel wearing course (TP7A and TP7B). The positions of the trial pits were as follows :

» Trial Hole 1 S 32'39'24.9" E 28 °19'31.8" » Trial Hole 2 S 32 '39'02.8" E 28 °19'28.9" » Trial Hole 3 832'38'59.4" E 28 °19'20.8" » Tri al Hole 4 S 32'38'38.6" E 28 °19'45.1" » Trial Hole 5 832'38'49.4" E 28 °19'51 .0" » Trial Hole 6 S 32'38'55.7" E 28 "20'21 .5" » Trial Hole 7/A S 32'38'45.7" E 28 "20'35.4"

The trial pit positions are indicated in Appendix A.

New Eco Estate at Rocky Ridge - 49354 October 2009 Page 3

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Geotechnical JIl\I8stigation Report

The soil profiles are included in Appendix B.

3.2 Laboratory Testing

Fourteen (14) disturbed soil samples were taken of typical horizons for Foundation and Road Indicator. California Bearing Ratio (CBR). grading and Atterberg Limits tests.

TP2 un. I '-', .... """ ...... ,T 800-1300 15 low ely s I DkYOdee Dol + TP3 250 -700 23 18 14 15 G7 ely s Ok 01 dec Dol + ely TP3 700 - 2300 42 33 26 12 G6 s TP4 Ok Br ely s 0 800 10 4 1 24 Less than G10 Ok Br dec Dol + ely TP4 800 -1500 12 low s Ok Y dec Dol + ely TP5 300-800 12 low s 5 Lt Y dec 00/ + sty s 800 -1500 NP l' ...... t_ v ...... -' __ ..... _1 . 600 - 900 9 low

TP6 I ..... '" UI u~ UVI ... ""1 I 900 - 1400 9 low

The material tested indicated that the quality of material varied between less than a G1 a classification to a G6 classification. The potential expansiveness varied between low and medium.

3.2 Field Testing

Three (3) percolation tests were performed on site. The tests were performed at TP2. TP3 and TP5 at a depth of 1000mm. The material encountered at that depth was decomposed dolerite.

The results indicated that the percolation rate ranged between 51 mm/hour and 60mm/hour. The measured flow indicated that the sites may not be

New Eco Estate at Rocky Ridge - 49354 October 2009 Page 4

Geotechnical Investigation Report

suitable for septic tank systems as the material was too dense to allow adequate flow.

Seven (7) DCP tests were performed adjacent to the trial pits. The analysis of the DCP tests is discussed in section 5.3 of this report.

4. GEOLOGY

4.1 Regional Geology

Kei Mouth According to the geological map (3228 Kei Mouth) published in 1979 by the Chief Director of Surveys and Mapping, the site under investigation falls within the Karoo sequence and belong to the Beaufort Group, consisting of the Tarkastad and Adelaide Subgroups.

These subgroups consist of mudstones and sandstones. In the Kei Mouth area there is a presence of dolerite.

4.2 Soil/Rock Horizons

The material profiled as part of the foundation investigation can generally be summarised as follow:

Transported Materials The transported materials profiled varied between sandy clay and clayey silt. The moisture conditions were slightly moist, the consistency soft and the structure intact.

At trial pit two a 200mm thick ferricrete horizon was profiled.

Residual Materials The residual material consisted of decomposed dolerite. The consistency varied between soft to hard, the structure was intact and the moisture conditions were slightly moist.

During the investigation it was noted that there was dolerite boulder on the surface.

Excavation refusals were recorded at five of the six trial pits at depths varying between 600mm (TP1) and 1500mm (TP 4 and TP5). At TP3 no excavation relusal was recorded and the excavation was up to 2300mm deep.

The material profiled at TP7 for the proposed borrow pit consisted of slightly moist, hard and intact Shale.

New Eco Estate at Rocky Ridge - 49354 October 2009 PageS ------...... Geotechnical Investigation Report

5. ENGINEERING GEOLOGICAL EVALUATION

5.1 Ground Water

Perched water tables were not encountered in any of the trial pits.

5.2 Expansive Soli

From the Foundation Indicator tests carried out displayed low to medium potential expansiveness risk. A potential heave less than 7.5 per meter may be expected from the decomposed dolerite. The ferricrete sample displayed the medium risk of heave and movements up to 15mm may be expected (if the horizon was in the order of 1000mm thick).

pOTENTIAL EXPANSIYENESS yan dar Marwe' s Actlylty Chart

60.0 V V :I: :I: I :I / L. "'.0 :::> I", is :I: !i!! V V V 40 .0 I~ ~ L.. ;; /" / 30,0 ~ ~ V 20.0 ~ V LOY • ./ 10 .0

0.0 ~~ o 10 ~ ~ ~ '" M ro 80 ~ m

CLAY FRACTION OF WHOLE SAMPLE « 2 um)

The expansiveness of the horizons tested was evaluated using Van der Merwe's method of classification.

5.3 Bearing Capacity

Seven (7) Dynamic Cone Penetrometer (DCP) tests were performed. Due to dolerite boulders at TP1 and the Shale being close to the surface at TP7 the DCP failed to penetrate.

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Geotechnical Investigation Report

The estimated safe bearing pressure measured with the DCP at normal founding depths of 500mm below the surface varied but was in excess of 120kPa.

DCP test depths were as follows:

~ Dep1 No test ~ DCP2 test refusal at 1735mm within the decomposed dolerite ~ DCP3 no test refusal and test up to 1915mm ~ DCP4 test refusal at 1150mm within the decomposed dolerite r ~ DCP5 test refusal at 1240mm within the decomposed dolerite ~ DCP6 test refusal at 1360mm within the decomposed dolerite ~ DCP7 No test.

5.4 Excavatibility

Excavation refusals were recorded within the decomposed dolerite horizons at the following depths:

~ TP1 600mm ~ TP2 1300mm ~ TP4 1500mm ~ TP5 1500mm ~ TP6 1400mm.

Excavation up to these levels can be classified as being soft. Excavations required within the decomposed dolerite horizons may change from soft to intermediate and heavier earth moving equipment than a TLB may be required.

Dolerite boulders were noticed on the surface and allowance should be made in the schedule of quantities for boulder excavations.

5.5 Damp

No problems with regards to dampness were expected as there was no indication of high water tables.

5.6 Sinkholes

The materials occurring on this site should not be susceptible to solution and the likelihood of sinkholes forming is remote.

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Geotechnical lnvestlgation Report

5.7 Construction Material

The quality of the material tested during the investigation for the structures varied from being less than that of a G10 material to a G6 material. The top horizons of silty and clayey material will not be suitable for use in construction. The decomposed dolerite tested was generally a G7 quality and will be suitable for use in construction for both structural (formations or platforms) or in the required road works.

The Shale material tested at the proposed borrow pit varied between a G8 and G6 quality. The plasticity index (PI) of the materials tested varied between 8 and 10, the maximum dry density (MDD) between 1798kg/m 3 and 2004kg/m 3 and the optimum moisture content between 10.5% and 12.8%. The test results indicated that the maximum swell percentage recorded during the eBR determination was 0.5% which is lower than the maximum of 1.5% allowed for road building material.

The LA Abrasion tests gave a result of 32 indicating that the material will break down under normal grid rolling. The Venter tests gave "I" results indicating minimal breakdown of the Shale with only minor closed cracks and difficult to separation along these fracture planes.

The TRH20 requires a minimum eBR value of 15 at 95% of modified AASHTO density. Two of the samples (TP7 A) conformed to the requirement and should be suitable for use as a gravel wearing course.

The oversize index as determined on the 37.5mm sieve varied between 11 % and 19% and allowance would have to be made for the removal of oversize material as the allowable percentage of material bigger than 37.5mm is given in the TRH20 as 5%.

The TRH20 classification indicated that the material varied between a "A and B" classification.

The TRH 20 classification can be explained by the following:

~ A classification - material in this area generally performs satisfactory but is fine graded and particularly erodible material. Roads constructed from these materials perform satisfactorily but may require periodic labour intensive maintenance and have high gravel loss due to erosion ~ B classifications - these materials generally lack cohesion and are highly susceptible to the formation of loose materials (ravelling) and corrugations

New Eco Estate at Rocky Ridge - 49354 October 2009 Page 8

Geotechnical Investigation Report

6. CONCLUSIONS AND RECOMMENDATIONS

No adverse conditions prohibiting the proposed development were observed on site. The only material that indicated that it may cause problems with heave was the ferric rete horizon samples at TP2. Excavation refusals were recorded at most of the trial pits and the refusal was recorded within the decomposed dolerite horizons.

The test results indicated that the decomposed dolerite and Shale should be suitable for use in construction.

According to the SAlCE Code of Practice (Foundations and Superstructures for Single Storey Residential Buildings and Masonry Construction) the site may be classed H Class and is defined as fine grained soils with a moderate to high plasticity.

Detailed structural or pavement design falls outside the scope of this report.

The foundation excavations should be inspected by a suitably qualified person prior to construction.

7. REPORT PROVISIONS

This investigation is aimed at providing the engineers and developers with prior warning of the prevailing engineering geological conditions on site.

While every effort has been made during the fieldwork phase of this investigation to identify the various soil horizons, their problems and distribution, it is impossible to guarantee that isolated zones of poorer material have not been missed. The investigation was, however, thorough and conditions are not expected to vary from those described in this report.

The engineers are nevertheless strongly urged to inspect service trenches and foundations once opened to assure themselves that conditions. are not at a variance with those described in this report. Disparities in founding material type should be referred to an expert.

8. REFERENCES

Byrne G, Everett JP and Schwartz K. 1995. "A Guide to Practical Geotechnical Engineering in Southern Africa" Franki.

Jennings JE, Brink, ABA and Williams AB, "Revised Guide to Soil Profiling for Civil Engineering Purposes in Southern Africa" The Civil Engineer in South Africa, January 1973.

New Eco Estate at Rocky Ridge · 49354 October 2009 Page 9

I,

Geotechnical Investigation Report

National Home Builder's Registration Council. "Home Building Manual."

National Institute for Transport and Roads Research. "Guidelines for Road Construction Materials" TRH14, Pretoria, CSIR, 1987.

Partridge TC, Wood CK and Brink ABA . 1993. "Properties fur urban expansion within the PWV metropolitan region : The Primacy of geotechnical constraints" South African Geographical Journal, Vol 75,pp9- 13.

Department of Housing. "National Housing Code"

Van Der Merwe DH , "The prediction of heave from the Plasticity Index and the percentage clay fraction" The Civil Engineer in South Africa, Volume 6.Number 6, 1964.

Climatic information for Kei Mouth : www.saexplorer.co.zalsouth­ africaldistance/keimouth climate.asp

New Eco Estate at Rocky Ridge - 49354 October 2009 Page 10

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Geotechnical Investigation Report

APPENDIX B:

TRIAL HOLE PROFILES

LABORATORY TEST RESULTS

New Eco Estate at Rocky Ridge - 49354 October 2009

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1:: c.0 Q) 0::: C) -W c a:: "-c. 0 ::::» u >< (/) W iii Z c -Q) Z E c( c ~ "S: c w - Mango Grove Eco-estate and Conservancy CARTER ENVIRONMENTAL

MANGO GROVE ECO-ESTATE & CONSERVANCY

ENVIRONMENTAL ASSESSMENT

DFA SeOPING REPORT

Prepared for: Prepared by: Change Gear Sports CC Carter Environmental 82 Hawthorne Ave clo Dr Alan Carter Sunridge Park PO Box 8145 Nahoon 5210 Port Elizabeth 2 Marine Terrace, Hampton Court, East 6045 London, 5201 South Africa South Africa

November 2009

Carter Environmental

Mango Grove ECOaestate and Conservancy

TABLE OF CONTENTS

1 INTRODUCTION & PHYSICAL AND LANDSCAPE CHARACTERISTICS ...... 1 1.1 Introduction: Description of Proposed Activity ...... 1 1.2 Physical characteristics ...... 1 1.3 Ecological characteristics ...... 2 1.4 Current and potenliallanduse ...... 2 1.5 Existing archaeological, historical and cuHural sites ...... 2 2 SOCIAL AND ECONOMIC IMPACT ...... 3 3 EXISTING INFRASTRUCTURE ...... 7 4 POLLUTION ...•....•.•...... •.•...... •...•....•.•...... •...... •.••...... •..•.•.•. .. ..•. 8 5 RISKS OR HAZARDS ...... 9 6 HEALTH AND SAFETy....•. •..•..•...... •.•...... •...... •..•.. 9 7 SOCIAL COST ...... 9 8 ENVIRONMENTAL SUSTAINABILITY ...... 9 9 MITIGATION MEASURES ...... 10

Carter Environmental

I

Mango Grove Eco-estate and Conservancy

COPYRIGHT INFORMATION This document contains intellectual property and propriety infof7T1ation that is protected by copyright in favour of Carter Environmental and the specialist consultants. The document may therefore not be reproduced, used or distributed to any third party without the prior written consent of Carter Environmental. This document is prepared exclusively for submission to Change Gear Sports CC, and is subject to all confidentiality, copyright and trade secrets, rules intellectual property law and practices of South Africa.

Carter Environmental

I

Mango Grove Eco-estate and Conservancy

1 INTRODUCTION & PHYSICAL AND LANDSCAPE CHARACTERISTICS

1.1 Introduction: Description of Proposed Activity

The proposed activities associated with the proposed Mango Grove Eco-estate and Conservancy is described as follows:

• The consolidation of the 8 farms totalling about 1155 Ha; • The subdivision of portions of the consolidated area into approximately 115 erven (based on 1 unit per 10 ha as recommended by the Great Kei Spatial Development Framework): • The rezoning of the 115 erven to Resort II; • The subdivision and rezoning of two portions of the consolidated unit to Resort II (approx 20Ha) with special consent for a licensed hotel, tourist facilities, resort shops and ancillary tourist facilities; and • The rezoning of the remaining area (approximately 1100Ha) to Special Zoning: Conservation.

Associated proposed activities include • The construction of on-site sewage treatment facilities; • The construction of a network of internal roads (totalling 14 Ha); • The installation of water, wastewater and electricity reticulation infrastructure.

Ultimately 4.5% of the consolidated area will be occupied by residential erven, lodges and chalets, and associated infrastructure, while 95 .5% of the area will be set aside for conservation purposes.

The concept for the development is a low-impact eco-estate. In keeping with this, the development footprint will be restricted to a minimum , while low impact construction and technology alternatives will be selected where possible.

1.2 Physical characteristics

Location An Eco Estate and Conservancy known as Mango Grove has been proposed on a group of farms approximately 3.5km North of Kei Mouth, adjacent and to the west of the Kei River. The proposed development will be an amalgamation of 8 properties, namely farms 72, 73, 74, 75/1 , 76, 77, 78, 79. The farms are situated in the Great Kei Local Municipality (GKM) (see Figure 1).

Climate The climate of the Kei Mouth area is considered to be warm-temperate and moist influenced by the proximity to the coastal, with an average monthly rainfall of about gOOmm , occurring mainly in the summer.

Temperatures vary between 16°C and 25 °C in summer and 8° C and 18 °c in winter, with an average daily minimum of 14°C and an average daily maximum of 230 C (South African Weather Service data for past 30 years - www.weathersa.co .za/climaUclimstats).

Topography The topography of the area is characterised by an undulating relief with a number of steeply incised valleys, generally running in a south-easterly direction cutting the area at regular intervals. There are therefore limited tracts of fiat land for settlement or agriculture which makes the costs of service provision high.

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Geology & Geohydrology The site broadly falls within the Adelaide Subgroup (Beaufort Group, Karoo Supergroup), and comprises mudrock and sandstones. On a broader scale dolerite intrusions occur mainly as sills, either sloping east-west or west-south-west.

Soils The soils are generally moderate to deep clay loams along the coast with undulating relief and moderate to deep sandy loams of undulating relief further inland with steep relief in the vicinity of the Kei River. The erodibility-index of the soils in the region is recorded as being medium to high

1,3 Ecological characteristics

Ecological environment

Ecologically, the proposed area that will be incorporated into the Mango Grove Eco-estate & Conservancy consists mostly of grassland and thicket. In terms of the recent SANBI vegetation maps (Vegetation of South Africa , Lesotho & Swaziland, 2006) the area of the proposed of the Mango Grove Eco-estate & Conservancy is made up of three vegetation­ I types, namely, • Bhisho Thornveld Thicket (Least Threatened conservation status) • Albany Coastal Belt Thicket (Least Threatened conservation status) f • Transkei Coastal Belt (Vulnerable conservation status)

Apart from the proposed hotel and chalet development on the Kei River, the development footprint of the proposed development will fall within the Bhisho Thornveld vegetation type.

The area is incised by various water courses draining northwards into the Kei River and Southwards towards the Coast. Apart from the Kei River, the dominant water course is the Cwili River which originates within the area of the proposed development and drains towards Kei Mouth. Apart from a diversity of avifauna, various antelope species inhabit the area (e.g . bushbuck, warthog , etc.).

Species of special concern include: • Streptocarpus kentaniensis • Chrysospa/ax trevelyani

1.4 Current and potential land use

The current landuse is agricultural, and in particular cattle rearing. There is also limited game farming. The potentiallanduse includes the following alternatives: • continued extensive agriculture and game farming; • conservancy; and • low density (limited) or low impact residential development.

This site and the surrounding area can not, with reference to policy and ecological thresholds, be considered for high density development.

1.5 Existing archaeological, historical and cultural sites

At the scoping phase of the Environmental Impact Assessment Process, no historical, archaeological or cultural sites had been noted. A site visit/inspection did not reveal any obvious sites of special concern. Based on preliminary inspection, no archaeological artifacts or burial grounds were found associated with this site.

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2 SOCIAL AND ECONOMIC IMPACT

Social environment The GKM SEA provides background on the social aspects of the municipality. These are summarised below:

Culture Over 90% of the population is of the isiXhosa culture 74 % of the population lives in rural areas, in villages and on farms Women head about 40% of households

Poverty High unemployment (50% of workforce) About 70% of households live below the poverty line Health care and education Low educational and literacy levels Notable deficiency in secondary schools

Land settlement Access to land for settlement, commonage and emerging farmers is a key issue The Zone Plan has identified 3,362 Ha mostly near Khomga which needs to be acquired for the purposes of settlement expansion, commonage and agricultural purposes Various other communities have also indicated a need for land adjacent to Kwelera and Mooiplaas

Land use About 92% of land is· used for private commercial agriculture ( Coastal settlements are popular tourism and holiday destinations Approximately 0.5% of the area, mostly within the coastal forest reserve, is protected for environmental conservation purposes.

Housing High demand for coastal land for up-market housing developments High demand for low-income housing for coastal "village" workers. High demand for serviced sites and low-income housing throughout the area

Economic environment The Amathole District Municipality's (ADM) IDP process included the development of a Local Economic Development (LED) Sector Plan , which included the GKM. The figure below shows economic growth of the ADM constituent local municipalities in 2002. GKM rates the lowest in terms of economic growth, and in fact shows negative growth.

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The GKM SEA also provided the following additional information on the local economy:

General Economy GKM is the only local municipality in the ADM with negative economic growth. Lack of infrastructure and poor and limited skill levels are seen by the community as barriers to economic development Significant challenges associated with poverty alleviation Limited skills base Lack of emerging business support

Agriculture Overall economic situation appears to be one moving away from agriculture. Developing emerging farmers and agro-processing are also possible options. Growth of hydroponics tunnels Unavailability of suitably skilled individuals r Tremendous opportunity for tourism initiatives Tourism attractions focus on the unique coastal and hinterland environment Game farms and nature reserves in GKM could contribute to a growth in tourism particularly as it can boast a malaria-free environment Strong opportunities for economic growth exist in the eco-tourism and game farming sectors. Existing tourism activities should be encouraged and supported to expand their current activities not only to the immediate surroundings but also to more decentralised regions

Coastal housing development There is a high demand for coastal land for residential development. There has been prolific recent demand for residential property along the coastal areas in GKM.

Impacts

The socio-economic impacts can be discussed in terms of:

• economic stimulation. job creation and employment opportunities • visual impacts and 'sense of place' • sanitation • pollution of downstream properties • surrounding land values

The combined job creation and employment opportunities as a result of the construction and operation phase of the development will economically stimulate local communities. During construction, building staff will be employed on a temporary basis. The operation of the development will require permanent staff, especially with regards to domestic employment and ground/infrastructure maintenance.

Sections of the development may be visually obvious to neighbouring farms. Surrounding land owners may perceive this section of the development to be visually obtrusive, exacerbated by the possibility of light pollution at night. The development may also affect the surrounding landowners' 'sense of place'. Associated negative impacts of increased traffic, background noise, night lights etc., often displace the original quiet tranquillity experienced by the surrounding land owners.

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The method of treating/storing/disposing of sewage is usually an area of concern . Due to the high nutrient content, disease spreading potential and ground/ground water contaminating potential of sewage, this aspect must be assessed to the satisfaction of the relevant authority, DWEA. The effect of the development on the value of surrounding property may result in land value fluctuations. Land values have tended to increase as country-lifestyle living is popular and demand for these developments is apparently high.

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3 EXISTING INFRASTRUCTURE

Limited infrastructure currently exists on the properties:

Water: No bulk treated water supply infrastructure currently exists on the properties. However, a bulk raw water rising (pumped) mains has recently been established on Portion 72 , releasing water from the Kei into the Cwili river for supply to Kei Mouth. It is proposed that this will form part of the water supply plan to the development in addition to borehole water supply and rainwater harvesting.

Sanitation: No bulk sanitation infrastructure exists on the properties. Various proposed centralised and decentralised sanitation systems have been proposed by the sanitation specialist study.

Roads and Access:

Access off existing roads: The R 349 runs close to the western boundary of the proposed development. This road is a single lane road with 3.1 m lane widths. The road has a bitumen surface in a good condition and has no kerbing or edge restraints either side. There is a 1.2 m surfaced shoulder on the road. The road has no horizontal curves in reasonably close proximity to the proposed access for this development which would prevent long sight distances. The existing entrance already consists of transition lanes to accommodate the immediate entrance and exit movements of the traffic generated by this access. Both the deceleration and acceleration lanes commence with a 3,1m lane width at the new bell-mouth entrance and taper into the existing road edge over a 30 m distance.

Internal Roads: No engineered roads exist within the properties. Internal access is maintained through occasionally graded vehicle tracks. It is proposed that new internal roads would be classified as Light Pavements, Class 1A. All internal roads will be constructed within a new road servitude and will be registered as part of the Town Planning application.

Electricity: There is an existing 22 kV power line from Eskom that runs next to the R 349 from which a connection point to farm portion 77 has already been installed. A transformer exists on portion 77 from where a new underground electrical distribution network for the internal reticulation will be designed and installed.

Storm water: No storm water infrastructure exists on the property at present. It is proposed that no buildings will be constructed within the 1: 100 year flood line. A storm water management plan will be developed prior to construction.

Waste Collection: No waste-collection infrastructure exists on the property at present. It is proposed that a solid waste management plan compliant with the provisions of the National Environmental Management: Waste Act (No. 59 of 2008) must be adopted by the homeowners association.

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4 POLLUTION

Water pollution Currently there are very few polluting factors in the drainage channels. Intermittent cattle dung in the water bodies is not considered a human health hazard and does not 'contaminate' water.

The ground water and water bodies can be polluted by solid waste and inappropriate sanitation technologies. These can and should be mitigated by enforcing home owners' regulations.

Air pollution Currently there is very little air pollution on site. The proposed development may contribute to air pollution by directly increasing traffic in the area. This impact is limited due to the low density proposed for the development. As there will be no industrial activity on site, no significant air pollution generation is expected.

Noise pollution The background noise currently experienced in the area is minimal due to its rural location. The development during the construction phase will certainly contribute to noise pollution, but this activity is temporary and appropriate time limitations on construction can be implemented. Due to the limited density of the development, noise pollution is not considered a significant impact at the operating phase.

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5 RISKS OR HAZARDS

No fatal flaws relating to the proposed development have been identified at the scoping phase of the Scoping and EIR process. Environmental risks or hazards, which can be mitigated, have been identified as follows :

• Potential of ground and ground water contamination as a result of inappropriate sanitation technologies. • Loss of vegetation species diversity in the Transkei Coastal Belt (vulnerable conservation status) sections of the site.

6 HEALTH AND SAFETY

No fatal flaws relating to the proposed development have been identified at the scoping phase of the Scoping and EIR process. Potential health and safety hazards of the development, which can be mitigated, have been identified as follows:

• Potential of ground and ground water contamination, as a result of inappropriate sanitation technologies, which may cause illness to the farm residents down stream. • On site health and safety during construction is standard, but may represenl a marginal risk.

7 SOCIAL COST

Due to the fact that the properties are currently uninhabited apart from one caretaker family, it is expected that the direct social costs of the proposed development will be limited.

The effects of the development in terms of different groups of people can be defined by surrounding land owners which are residential and agricultural in nature. The effects on both types of surrounding landowner can be summarised by temporary noise impacts during construction, impacts on sense of place and potential effects on surrounding land values.

In addition to the above mentioned effects, the development will potentially affect downstream agricultural land by inappropriate storm water management, and water contamination due to inappropriate sanitation technologies and visual impact of the proposed houses.

The above impacts can be controlled and mitigated.

8 ENVIRONMENTAL SUSTAINABILITY

It is the opinion of the Environmental Assessment Practitioner that no fatal flaws relating to the proposed development have been identified at the scoping phase of the Scoping and EIR process. Furthermore that all impacts can be mitigated to reduce the risk or significance of impacts to an acceptable level.

The overall concept for the development carries significant environmental benefits, where approximately 5% of the land will be transformed and where approximately 95% of the land will be formally conserved and will be rezoned as Special Zoning: Conservation. In addition, the social and economic benefits of the proposed development to alleviating poverty and promoting employment and skills development are potentially significant.

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9 MITIGATION MEASURES

Table 1. Negative impacts and mitigation measure

,. ~ I' Post- I ,Impact Mitigation .mitigation sJgnificance Potential loss of biodiversity and Limit construction in areas of sensitive I Low sensitive vegetation vegetation and fauna and only allow the minimum necessary destruction of habitat Soil erosion and potential loss of I Ensure a storm water management I Medium soils with agricultural potential plan is in place and operational.

Failure to properly manage the Ensure that an appropriate Low conservancy could lead to a conservancy management plan is in variety of impacts (e.g. alien place and that it is implemented and species infestation, overstocking monitored of game, impacts of vegetation , etc).

Visual impacts of the development Ensure that the development complies Low and impact of possible with the architectural guidelines of the inappropriate architectural design. GKM SDF. Furthermore ensure that: Appropriate aesthetic and architectural codes to limit visual intrusion of the built form: Roofs to be natural colour (browns, greens or greys) Exterior wall to be natural colours that blend the built form into the environment or natural material (e.g. stone finish) All exterior lighting to be shaded and directed down wards Indigenous plant species must be planted to screen buildings (particularly where buildings break the skyline). Limit height of structures to a maximum of two stories

Utilization of water resources in Ensure minimum wastage of water Medium combination with other and use of rainwater harvesting. developments could cumulatively Estate water conservation measures lead to depletion of water to be included in homeowners resources particularly during agreement. drought periods Pollution of ground and ground Ensure the appropriate technology is Low water due to inappropriate applied. sanitation or system failure. Conduct frequent monitoring of sludge and effluent quality. Dispose of sludge appropriately. Ensure compliance with DWAF regulations. ______.. Enter~~~~~~ into contractual ______agreement with ... 10 Carter Environmental

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service and maintenance provider for package plant should this be used. Ensure backup power generators for the pumps and packaQe plant Negative impacts of lighting from All exterior lighting to be shaded and Low the development component on directed downwards neighbouring land owners Noise pollution from vehicles, and During construction, vehicles on ly to Low activities - such as quadbikes and be used between 08hOO and 17hOO motorbikes The use of quad-bikes and motorbikes must be lim ited. Pets (especially dogs) pose a All dogs to be kept in an enclosed Low security risk to game on farms area. Littering during construction and Develop construction and operational Low operation Environmental Management Plans, which monitor and control inappropriate on site solid waste I disposal. ,

Alternatives Feasible and reasonable alternatives considered in the case of the proposed activity have included: No development and no establishment of the Eco-estate and conservancy (No-Go) Alternative layout of the development component within the conservancy area Alternative densities of the development component within the conservancy area Alternative ancill ary activities within the conservancy area

Apart from the no-go option, the above alternatives effectively represent mitigation measures, which will ensure that any impact on the environment is reduced where possible. These measures are likely to have different cost implications for developers and the costs and benefits will have to be considered and addressed.

Other alternatives have been considered with respect to: Sa nitation technologies Sourcing of water supplies Visual and aesthetic controls

It should be noted that the current layout and design has been significantly informed by the environmental process to date. The planning process has undergone a number of iterations where alternative options have either been discarded or adopted as appropriate.

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