HOH AGRI (PTY) LTD. GREENTASTIC ... - ncc-group.co.za

HOH AGRI (PTY) LTD.

GREENTASTIC

CONTROLLED ENVIRONMENT AGRICULTURAL

(CEA) FARMING OPERATION, HYDROPONIC

PRODUCTION & PACKAGING FACILITY, ATLANTIS

33526.00-REP-002 REV 1 - DRAFT

CIVIL BULK SERVICES REPORT

NOVEMBER 2020

PREPARED FOR:

PREPARED BY:

HOH AGRI (Pty) Ltd.

GLOBAL AGRICULTURAL HOLDINGS

CONTROLLED ENVIRONMENT AGRICULTURAL

(CEA) FARMING OPERATION, ATLANTIS

8 ROBINSON WAY

EDGEMAD, CAPE TOWN

7441

BVi CONSULTING ENGINEERS WC (PTY) LTD

EDISON SQUARE, C/O EDISON WAY & CENTURY

AVENUE, CENTURY CITY

7441

GREENTASTIC - GREENHOUSE HYDROPONIC PRODUCTION & PACKAGING FACILITY

Page i

33526.00-REP002-PDR Rev1-DRAFT

ISSUE & REVISION RECORD

QUALITY APPROVAL

Capacity Name Signature Date

By Author Design Engineer Francois Greeff

09/11/2020

Approved by

Design Centre

Leader

Project Director Sampie Laubscher 09/11/2020

This report has been prepared in accordance with BVi Consulting Engineers

Quality Management System. BVi Consulting Engineers is ISO 9001: 2015

registered and certified by NQA Africa.

REVISION RECORD

Revision

Number Objective Change Date

0 Issue to PM & Environmental

Consultant for comments None 28/10/2020

1

Draft - Issue to PM &

Environmental Consultant for

comments

Updated Water balancing & demand info 09/11/2020


Page ii


EXECUTIVE SUMMARY

BVi Consulting Engineers was appointed as to assist with the concept development and design of access roads

and services to the proposed development of Commercial Controlled Environment Farm Klein Dassenberg Farm 20

Portion 39, near Atlantis in the Western Cape. The erf covers 34.266 Ha, of which 19.400 Ha of the erf is to be

developed. The balance of 14.866 Ha remaining is classified as eco-sensitive zones and includes the 30.0m wide

buffer zone around the Erf perimeter, as well as roadways.

During the Concept and Development Phase it became clear that infrastructure required to service the

proposed development will trigger a Basic Assessment Process and application for Environmental Approval

from DEADP Western Cape in terms of the Environmental Act will be required. In addition, an application

has to be made to The Department of Water and Sanitation for a Water Use Licence to legalise water uses that

will be implemented in terms of the National Water Act will.

Environmental Consultants were appointed by the Land Owner to prepare and submit the application for

Environmental Approval with supporting Basic Assessment and Specialist Studies by Specialists to The

Western Cape Department of Environmental Affairs and Development Planning. As part of the submission,

an application is also prepared for an application for General Authorisation for applicable water uses to the

Department of Water and Sanitation in terms of the Water Act.

This Engineering Report serves as supporting document for both above mentioned applications and addresses

the technical aspects of the infrastructure required to serve the proposed development so that the impact on

critical environmental aspects can be evaluated.

The water supply for the development will be from the existing Borehole drilled and sited on the north western

corner of the erf. Abstracted water will be stored and treated on site to deem it fit for human consumption. Bulk

irrigation is required as the irrigation demand will be served by the sub-surface stormwater run-off that will be

stored in a wet detention pond, treated and re-used in a continuous cycle operation through the hydroponic

facility.

No formal foul sewer treatment works are located in close proximity to the erf and no formal on site foul sewer

system are in place. The foul sewer of the development will be designed as a network to collect and gravitate

into the proposed on-site package plant for treatment and effluent will be re-used to supplement the irrigation

system through the hydroponic facility.

The development will be connected to the Provincial road (Klein Dassenberg Road) to the north of the erf. An

right-of-way roadway servitude on the north eastern corner of the erf will be established to align the access of

the development with provincial approved access regulations and requirements onto Klein Dassenberg Road.

The Stormwater Management Plan was set-up to withstand a 1 in 100 year storm event without significant

consequential loss and risk to property and life. The objectives are to prevent erosion, improve the quality of

stormwater run-off and to protect and enhance the local and downstream water courses and their eco-systems.

No formal stormwater system is available in the vicinity of the erf. The stormwater system will consist of

detention dams, roadways, walkways, other hard impermeable surfaces and swales. Treatment will be done on

site to the stormwater system, before it is re-used for irrigation purposes. Evaporation techniques will be

employed to assist in dissipation of surplus stormwater generated through the system.

The findings of this report are that bulk water, foul sewer, stormwater treatment is required and has to be

implemented to develop this erf, due to the isolated nature of the erf and no Municipal link services close by.


Page 1


TABLE OF CONTENTS

ISSUE & REVISION RECORD ................................................................................................................................... i

EXECUTIVE SUMMARY ............................................................................................................................................ ii

SECTION 1- INTRODUCTION ........................................................................................................................... 3

1.1 APPOINTMENT AND TERMS OF REFERENCE .................................................................................... 3

1.2 THE PURPOSE OF THIS REPORT ............................................................................................................. 3

1.3 background ..................................................................................................................................................... 4

1.4 EXTERNAL REPORTS .................................................................................................................................. 5

1.5 project team .................................................................................................................................................... 5

SECTION 2- SITE DESCRIPTION AND GEOLOGY ...................................................................................... 6

2.1 GENERAL DESCRIPTION .......................................................................................................................... 6

2.2 project location ............................................................................................................................................... 7

2.3 GEOTECHNICAL INVESTIGATION ........................................................................................................ 9

2.4 EXISTING SERVICES ................................................................................................................................... 9

SECTION 3- DOMESTIC BULK SUPPLY ........................................................................................................ 10

3.1 introduction .................................................................................................................................................. 10

3.2 water quality ................................................................................................................................................ 10

3.3 WATER SUPPLY ......................................................................................................................................... 11

3.4 IRRIGATION DEMAND ............................................................................................................................ 14

SECTION 4- BULK SEWERAGE SUPPLY ....................................................................................................... 16

SECTION 5- ROADS NETWORK ..................................................................................................................... 18

5.1 Roadways classification .............................................................................................................................. 18

5.2 DESIGN VEHICLES .................................................................................................................................... 20

5.3 ACCESS CONTROL .................................................................................................................................... 22

SECTION 6- STORMWATER ............................................................................................................................. 23

6.1 TOPOGRAPHY ............................................................................................................................................ 23

6.2 STORMWATER MANAGEMENT PLAN ............................................................................................... 23

6.3 STORMWATER RISKS ............................................................................................................................... 24

SECTION 7- ELECTRICAL NETWORK ........................................................................................................... 29

7.1 INTRODUCTION ........................................................................................................................................ 29

7.2 EXISTING SUPPLY AND CAPACITY ..................................................................................................... 29

SECTION 8- CONCLUSION .............................................................................................................................. 31

ANNEXURE A: GENERAL SERVICES LAYOUT ............................................................................................... 32

ANNEXURE B: STORMWATER MANAGEMENT LAYOUT ......................................................................... 33

ANNEXURE C: SUB-CATCHMENT LAYOUT ................................................................................................... 34

ANNEXURE D: FOUL SEWER LAYOUT ............................................................................................................. 35

ANNEXURE E: WATER LAYOUT PLAN ............................................................................................................. 36

ANNEXURE F: TIANJIN DAYU IRRIGATION CONCEPT REPORT ........................................................... 37

ANNEXURE G: SEWER TREATMENT PLANT DOCUMENTATION .......................................................... 38


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LIST OF TABLES

Table 3-1: Average Daily Water Demand 12

Table 3-2: Average Daily Demand with Peak Factors 12

Table 6-1: Land use Allocation and Run-off coefficients 25

Table 6-2: Rainfall Intensities (mm/h) 25

Table 6-3: Stormwater Flows (m3/s) 26

Table 6-4: Detention Storage for 1:50 Year Return Interval 26


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SECTION 1- INTRODUCTION

1.1 APPOINTMENT AND TERMS OF REFERENCE

BVi Consulting Engineers has been appointed by Hydro Organic Holdings (Pty) Ltd to assist in the

planning and design the controlled horticultural farming operation (GreenTastic Hydroponics) Farm

Development near Atlantis. The project is generally known as Commercial Controlled Environment

Portion 39 of Farm Klein Dassenberg No. 20.

BVi will undertake the preliminary design of all associated infrastructure which includes required bulk

services and infrastructure for the GreenTastic Development.

1.2 THE PURPOSE OF THIS REPORT

The purpose of this report is to provide information pertaining to the infrastructure services design. Inter

alia seek Municipal approval in principal of the development. The proposed development of the erf shall

comply with City of Cape Town Spatial Development Framework as well as Blaauwberg District

Planning.

Currently the Environmental Impact Assessment (EIA) and Basic Assessment is underway as well as the

Water Use Licence Applications (WULA). This report serves to support the application process to obtain

development approvals from Department Environmental Affairs and Development Panning

(DEA&DP).

The Client approached BVi Consulting Engineers in August 2018 and an Inception Report was

developed which served as an initial outline of the project. The project is currently in preliminary design

and development stage. This report is a continuation of the concept and design development since then.

Civil services shall include:

• Bulk earthworks, inclusive of terracing for building and agricultural greenhouse structures.

• Main access road and internal access roadways,

• Water supply and distribution,

• Sewer collection and treatment option,

• Stormwater collection and retention pond for treatment and reuse.

• Bulk irrigation networks and distribution

Electrical services shall include:

• Connection to the existing municipal and Eskom power supply network

• On site electrical reticulation network

• On site data reticulation networks

• Electrical supply to the packhouse facility and administrative offices

• Electrical supply and design of system to support pumping equipment and infrastructure.


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1.3 BACKGROUND

The Client (Global Agricultural Holdings) has purchased the agricultural farmland to develop a Multi-

Crop Greenhouse Hydroponic fresh produce, production and packaging facility. The facility will supply

both the domestic and export market with a variant of high-quality grade fresh produce that complies

with the Global G.A.P standards for good agricultural practices. Partnerships have been established with

Wesgro, Green Cape, Land Bank and Freshgold, who will contribute in advisory, investment and

development roles.

Figure 1: Project Conceptual SDP


Page 5


1.4 EXTERNAL REPORTS

BVi Consulting Engineers received external reports to substantiate the design development and to

provide insight on the existing site conditions.

The reports received include:

• Topographical Site Survey, by Matt Pape, dated 31 July 2020.

• Geohydrological Investigation and Report, by Geomayim Groundwater Consulting, dated July

2020.

• Wetland and Watercourse Delineation Report, by NCC dated November 2019

• Aquatic study and botanical specialist Report by Nicolson from Capensis, dated November 2019.

• Geotechnical Site Investigation for GreenTastic Development Atlantis, by J C Engelbrecht, dated

September 2020.

1.5 PROJECT TEAM

The Project team is currently working on the feasibility of the project. The details of the project team are

summarized in Table 1 below. Once the approvals from World Bank are secured, the project will

commence.

Table 1: Project team

DESIGNATION ORGANIZATION NAME E-MAIL

Client GreenTastic HOP Wez Ferreira [email protected]

Project Management Med Automation Wiekus Venter wiekus@med-

automation.co.za

Architect Kube Architecture Simon Mountford [email protected]

Quantity Surveyor Apex Quantity Surveyors Alan van Rensburg [email protected]

Civil Engineer

BVi Consulting Engineers Sampie Laubcher [email protected]

Francois Greeff [email protected]

Electrical Engineer BVi Consulting Engineers Ulrich Schoeman [email protected]

Environmental

Specialist NCC Environmental Services Nick Gates [email protected]


Page 6


SECTION 2- SITE DESCRIPTION AND GEOLOGY

2.1 GENERAL DESCRIPTION

The project is on Portion 39 of Klein Dassenberg Farm No. 20, near Atlantis, Western Cape. The project

is located just to the southeast of Atlantis in the Western Cape along Klein Dassenberg Road between the

R304 and N7 routes.

The erf covers 34.266 Ha, of which 19.400 Ha of the erf is to be developed. The remaining balance of

14.866Ha is classified as eco-sensitive zones and includes the 30.0m wide building buffer zone around

the Erf perimeter. The remaining areas are classified as eco-sensitive zones based on the aquatic study

and botanical specialist report. A 30.0m wide building restriction servitude is imposed around the

perimeter of the entire site which forms the Building Buffer Zone.

All the new infrastructure will be designed and constructed to the required SANS standards, the national

building regulations and relevant municipal by-laws. Apart from these standards, the facilities and the

produce produced must conform to the Global G.A.P. standards for good agricultural practice and the

World Bank and Land Bank standards and requirements that may be applicable to the project.

The Client has an agreement with an Israel based supplier of the greenhouses and hydroponic systems

whereby they will be responsible for the procurement, erection and commissioning of the greenhouses

and the automated hydroponic systems. Discussion of this element is therefore excluded from this

report. Technical input will, however, be provided by the client to the professional team during the

planning and design stages of the project.

Figure 2: Typical schematic layout of Hydroponic facility


Page 7


2.2 PROJECT LOCATION

The project is located at Latitude -33.597142 and Longitude 18.542106. this is depicted in the figure

below.

Figure 3: Project Location

THE SITE


Page 8


Figure 4: Extents for development area on Erf

Figure 5: Farm location in relation to other farm parcels


Page 9


2.3 GEOTECHNICAL INVESTIGATION

Currently the proposed development footprint is vacant except for small scattered trees and shrubs and

isolated bushes.

A geotechnical investigation report was undertaken by JC Engelbrecht in September 2020 which

confirmed that the in-situ soil formation is suitable for the proposed farming type development inclusive

of the individual structures such as office building and warehouse/packhouse facility.

The main soils horizons were found to be typical for the area and consists of alluvial sand, clayey alluvial

sand, alluvial builder horizon, dark organic alluvial sand, residual phyllite and transported soil mixed

origin.

The water table in this area is high and subsurface drainage will have to be installed when this area is

being developed.

2.4 EXISTING SERVICES

The erf is undeveloped and was used for agricultural purposes previously.

2.4.1 Existing Access / Roadways

Access to the erf is provided by a single point with reciprocal right-of-way servitude. The proposed

development is accessible from the Klein Dassenberg Road (Provincial Road) through the right of way

servitude roadway along the boundary of the larger farm portion 39/20 and 40/20.

2.4.2 Existing Water Supply

Two existing boreholes are the source of water supply to the proposed development. The boreholes are

situated on the property to the upper northern section (EHPBH2) and mid-section of erf (EHPBH). These

boreholes were tested during pump test performed on each. The geohydrological report stipulated that

these boreholes are not geohydrological linked and can be used as independent water supply sources.

2.4.3 Existing Foul sewer

No formal sewer collection network or treatment system is available on the property, since it has no

building or any farm structures on the erf.

2.4.4 Existing Stormwater management

No formal stormwater drainage system nor management are available on the property. The open grass

land provides for evaporation and infiltration of stormwater on the erf.

2.4.5 Existing electrical supply / network

The proposed development is situated within Eskom’s supply area, in close proximity to Dassenberg

Farmers 2 (11kV network). Eskom’s Dassenberg Farmers 2 Feeder is located to the northern side of the

proposed development boundary with the Klein Dassenberg Road, near Farm RE 77/20.


Page 10


SECTION 3- DOMESTIC BULK SUPPLY

3.1 INTRODUCTION

Water supply will be required mainly for irrigation purposes and to wash harvested crops in preparation

for packaging, storage and collection/delivery to the end-user client.

Water will also be used for domestic purposes, for the air-conditioning system of the packhouse,

administrative buildings and the farm manager who will permanently be living on site and working

staff will need potable water for consumption and ablution facility use.

The floor area of the packing facility would also need to be washed-down and cleaned on a daily basis.

The recommended option for the washdown water is to make use of treated stormwater and effluent

from the stormwater retention pond and foul sewer treatment plant for this operation. Treated effluent

could be utilised to flush the toilets in ablution situated around the facility footprint area.

Water will be extracted via one dedicated borehole (EHPBH2) and another (EHPBH) as backup. Water

will further be recycled during events where the growth media is flushed. The water supply could also

be supplemented with treated stormwater run-off. Rainwater harvesting will be done on site and used

for dust control or washing water for green house floors. Excess treated stormwater run-off water will

be used for irrigation of the Building Buffer Zone areas, discussed in detail in the stormwater section of

this report.

3.2 WATER QUALITY

One borehole was drilled from the 10th to 26th of May 2019 to a completed depth of 176.0m. A second

borehole was drilled on 22 June 2020 to a depth of 126.0m.

Table 2-1 shows a summary of the drill run as reported by the drilling contractor. BH

REF. No.

COORDINATES DEPTH WATER

STRIKES

BLOW

YIELD

(ℓ/hr)

PREFERENCE

LATITUDE LONGITUDE

EHPBH -33.5971530 18.5410420 176.0m

10.0m, 81.0m,

136.0m 10 250

Secondary

Supply

EHPBH2 -33.589990 18.541217 126.0m

85, 90, 93, 96,

104 & 112 70 000

Primary

Supply

BH

REF. No.

RECOMMENDED

PUMP LvL.

(m)

DYNAMIC

WATER LvL.

(m)

RECOM.

DAILY

PUMP

CYCLE

(Hrs)

RECOM.

PUMPINF

RATE

(l/s)

RECOM.

PUMPIN G

RATE

(m3/day)

RECOM.

PUMPIN G

RATE

(lt/day)

EHPBH 150.00m 135.00 14.00 1.19 59.98 59 976.00

EHPBH2 110.00m 95.00 8.00 15.28 440.06 440 064.00

TOTAL VOLUME/DAY 500.04 500 040.00


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The water from the borehole requires treatment. From the water quality analysis, the water will require

treatment for chloride, sodium and manganese prior to usage for irrigation. Additionally, the water

should be disinfected to ensure it is suitable for domestic use.

Treatment options for chloride include:

• Reverse osmosis.

• Electrolysis.

• Ion exchange.

Treatment options for sodium include:

• Desalination by iron exchange.

• Reverse osmosis.

Treatment options for manganese include:

• Coagulation and/or oxidation by chlorine compounds or potassium permanganate or ozone or air.

3.3 WATER SUPPLY

The proposed development will get water supply from the existing borehole as there is sufficient

capacity to draw-off water and interim storage will be provided, prior to the use of water through the

irrigation networks of the facility.

The proposed water reticulation network requires to comply with the pressure and fire flows as

calculated. The irrigation network will be separated and will function as a standalone component from

the main water reticulation network on the erf.

The recommended pump installation for water abstraction is:

• Depth = 120.0m

• Recommended daily pump cycle = 8.0 hours

• Recommended pumping rate from both boreholes = 8.831 l/s (1.190 l/s + 7.641 l/s

(15.281 l/s @ 50%)

• Total sustainable yield = 254.333 kℓ/day.

The abstracted water will be pumped directly into storage tanks, followed by treatment and the control

released into the water and irrigation networks. This will be enough water as the demand of the

hydroponic irrigation system, due to controlled irrigation methods being employed.

The irrigation water is sourced from the on-site boreholes (either in a combined scenario or

independently which is governed by the specific demand at the time). A large pump system (3 pumps

with ±30 l/s capacity per each) would be utilised to supply the storage tanks. From the tanks the water

will be treated and if required nutrients added before being conveyed through a pipe network to the

Green Areas. The pumps are operated according to a fixed schedule – 2No. pumps operate

simultaneously for 8 hours per day while the 3rd pump is a back-up.

BVi utilized the CSIR Redbook (Revised version August 2003) for their calculations. Supported by

information supplied by the client for estimated usage and consumption demand of similar model

production facilities. Water conservation is built into the demand figures.


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The ultimate project will be developed over various phases, with no timelines and budgets set for the

completion of the project as a whole. The final project is anticipated to comprise of the following elements

once complete:

• 19.400Ha of Greenhouses and hydroponics, comprising of 18 greenhouses at 130m × 40m in size.

• Alternative agricultural activities (chickens, nursery, etc.).

• Cleaning, sorting, packing and cold storing facility.

• Operational buildings (offices, multi-use facility, ablution, management accommodation, storage

buildings).

• Infrastructure (water, electrical, access roads, sewerage treatment, stormwater management).

The following production rates are anticipated, once the facility operates at peak production:

• Strawberries – 1 ton / day – for ± 9 months of the year.

• Tomatoes – 3 tons / day – year round.

• Cucumbers – 2 tons / day – year round.

• Peppers – 1.5 tons / day – year round.

• Lettuce – 5 tons / day – year round.

A master plan that indicates the client’s holistic plan for the project will be prepared once the agricultural

land has been acquired. Environmental authorisation and land use consent requirements for the project

as a whole, therefore all information has been based on the holistic project.

The water demand requirements are estimated as follows:

Table 3-1: Average Daily Water Demand

Development Type

Plant Area

(Ha) Amount of

Units

Daily

Demand per

Unit (ℓ/day)

Daily Demand

(ℓ/day)

Tomatoes 2.0 20 000 m2 4.0 lt/d/m2 80 000

Cucumbers 1.0 10 000 m2 3.5 lt/d/m2 35 000

Peppers 1.0 10 000 m2 3.5 lt/d/m2 35 000

Strawberries 3.0 30 000 m2 3.5 lt/d/m2 105 000

Lettuce 3.0 30 000 m2 3.0 lt/d/m2 90 000

Domestic Demand

(Workers & Personnel)

250 people 85 lt/p/d

21 250

Wash-down Produce Preparation Sum 6 750 lt/day 6 750

Total Daily Water Demand

373 000 ℓ/day

(373.0 m3/day)

or 4.317 l/s

Total average daily demand quantities were calculated by multiplying the different peak factors with

the average daily flow.

Table 3-2: Average Daily Demand with Peak Factors

Associated Peak Factors Peak

Factor

Quantity

(ℓ/s)

Peak Design Flow 2.75 11.872

Summer Peak Design Flow 1.25 14.840


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The average daily flow for the Development will be 11.872 ℓ/s and the Annual Average Daily Demand

is 374.395 kℓ/yr. The calculation is based on the criteria provided by the client during the design

development stage. The calculations yield is based on the client’s consumption estimates and data, which

is relative to similar projects situated on other areas. The rational approach suggests that the Annual

Average Daily demand is direct proposal to the average daily demand, mainly contributed to the

working of the facility and hydroponic system.

The greenhouse irrigation mode is drip irrigation and hydroponics. The water that is used throughout

the irrigation recycle will be re-used in the facility at least twice per annual cycle (Nutrient Solution and

Recovery and Determent System). The volume and frequency of the re-use of the water through the

irrigation system will be determined from measurements of the quality, taken at regular intervals whilst

the facility is operational. The treatment options vary and a conservative approach has been adopted,

whereby the cycle is less than halved. The cycle could be adjusted downward by a greater percentage

based on the treatment required. Limited treatment is usually required since a great deal of the nutrients

and fertilizer is reclaimed once the water exists the facility.

In order to connect the water network of the proposed Development to the existing borehole, additional

infrastructure will be required.

The following additional infrastructure will be required for the supply system includes:

� Pumping equipment to be provided at the borehole inclusive of valves, electrical motors,

electrical control systems, backflow prevention and piping works.

� New storage tanks for the abstracted water, which will then be treated.

� Treatment facility and associated infrastructure and equipment prior to discharge water into the

water networks for the use in the hydroponic system and for domestic consumption areas.

� Additional fire water storage tanks, which does not require treatment of the water quality.

� Interconnecting the back-up borehole to this system, inclusive of all associated equipment and

infrastructure required for the integration into the water supply system.

The calculated storage required for water abstracted from the boreholes are:

• Demand by system = 11.872 ℓ/s

• Storage Required = 1 025 740.800 lt/day x 2 days of storage required

= 2 051 481.600 lt (Say 2 250 m3).

= 2No. tanks of 17.66mØ at 4.6m high (2 253.508 m3)

(Standard Rainbow Reservoirs Pty Ltd. tank, made from Aluzinc® steel,

sectional water storage tanks or similar.)

• Fire Storage = 50% water storage

= 50.0% * 2 250 m3

= 1 125.000 m3

= 1No. tank of 17.66mØ at 4.6m high (1 126.754 m3)

The calculated freshwater demand during operations are:

• At a combined abstraction yield of 11.872 l/s, thus


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~ 42 739.2 l/hr x 10.0 hrs (pumping time) = 427 392.000 lt/Day

~ 427 392.000 lt/Day x 5.5 Days = 2 350 656.0 lt (2 350.656 m3)

x6 Days would be estimated to replenish the total storage volume and directly equal to the time

required to replenish the entire system, should a complete flush of all system be required.

3.4 IRRIGATION DEMAND

The irrigation demand (Green Network – Hydroponic growth areas) that will be required for the Green

houses and the entire hydroponic system has been discussed in the previous section. This irrigation

system which service the hydroponic growth areas, is designed by Tianjin DAYU Irrigation Co. Ltd.

Based in China, refer to Annexure F for the system details.

A secondary irrigation system is required to disperse the excess stormwater run-off and/or water

originating from a flush-event in the hydroponic system. This will also assist with infiltration and

recharge of the ground water. This irrigation system shall be known as the ‘Brown Network’ and will be

discussed in this section of the report.

The 30.0m Building Buffer Zone areas around the perimeter of the erf has been created to function as

Private Open Spaces. These areas will be irrigated with the surplus treated stormwater run-off that

would not be re-used in the hydroponic system. The stormwater run-off will be treated and heavy metals

will be removed. The treated run-off is stored in an open detention pond (wet pond), where evaporation

will assist in dispersing water. The stormwater run-off discharge into a stormwater system or eco system,

is not available on site. No formal downstream stormwater or river course exists. This system was

developed to support vegetative growth on the Erf as well as to protect the downstream properties from

receiving large volumes of concentrated run-off from the Hydroponic Farm.

From the detention pond (D1) the water will be pumped through a network of irrigation pipes and

transported, to irrigate the large Open spaces making up the Building Buffer Zone areas and evaporation

will assist in the dispersing of the access water by implementing high velocity spray irrigation points

(water canon type irrigation practices). Similar to Rotrix Africa which is a low costs and labour traveling

irrigation system).

The irrigation system functions as a closed system with top-up water being supplied from the storage

tanks at the boreholes, if needed in periods of seasonal no or low rainfall. This would be an ad-hoc

arrangement, to support vegetation from dying. The balance of treated effluent and stormwater run-off

on site will be utilised for the irrigation of the Building Buffer Zone. Any water stored from the flush-

event of the media in the hydroponic farm will also be used in this irrigation system. This is referred to

as the liquid backwater and the liquid return treatment option.

The access water which will be generated by the sub-surface stormwater run-off and flushed water

existing the hydroponic system will be stored in a wet detention pond (Dam1). Limited bulk irrigation

will therefore be done by means of Potable Water, only required in summer seasonal periods which

includes December, January, and February, if required.

The area of the ‘Brown Network’ is 14.866 Ha, including the Building Buffer Zones, eco-sensitive areas,

non-go area corridors and access roadways. The areas that could be irrigated is equal to 10.895 Ha which

excludes the No-go Areas and eco-sensitive areas. BVi assumed that for every one square meter (1m²),

20mm of irrigation could be done to dispersers surplus water generated by the facility operations.


Page 15


Therefore, the storage required for the irrigation demand will be 2 179.0m³. This volume will be stored

in Detention Dam D1 (refer to Section 6: Stormwater), which will be a wet pond.

The total storage volume of the detention pond consists of two combined basins. Each basin could

function independently for one another.

• Basin No. 01 (Stormwater Run-off storage):

Thus, Estimated footprint area equal to 1 300m2 (25.0m x 52.0m), with a maximum depth equal

to 1.75m with an estimated yield volume of 2 270m3.

NOTE: The calculation of the total stormwater run-off storage is discussed in Section 6 of this report.

• Basin No. 02 (Flush-event storage):

Thus, Estimated footprint area equal to 250m2 (25.0m x 10.0m), with maximum depth equal to

1.5m with an estimated yield volume of 373m3.

The combined detention pond (D1) is required should an event occur where the entire hydroponic

growth media is flushed inclusive of a storm event, for an estimated capacity of ± 2 643m3, excluding the

freeboard height.

The detention pond will be shaped along the Existing Ground Level (EGL) to be formed by a cut-to-fill

scenario and with embankments of maximum 1:3 (V:H) slopes. The detention pond will be fenced with

a 1.8m high security fence, to provide added security against accidental events where people could fall

into the pond. A 3.0m wide access roadway will be constructed along the perimeter of the detention

pond for maintenance access, visual inspections and added security measure.

The balancing of the stored water to irrigation use is as follows: • Thus, combined storage available from Pond (D1) = 2 643.0m3

• Irrigation allowance ‘Brown Network’ (excl. eco-sensitive areas) = 2 179.0m³

• Balance = 464.0m3 (Surplus water)

The flush-event generates 373m3 of water per flush-event. The ‘Brown Network’ covers 10.895Ha

available to use for incremental irrigation practises. The entire ‘Brown Network’ could be divided in

6No. application zones, comprising of 18 650m2 each.


Page 16


SECTION 4- BULK SEWERAGE SUPPLY

The proposed development falls within the existing Blaauwberg drainage area. No formal sewer

connection is available that links this erf to the Atlantis sewer network. Therefore, on site treatment of

effluent will be required. The preferred treatment option is the Becon Watertech configuration based on

trickling filter process and deploys the rotating biological contractor (RBC) derivative.

The expected internal daily sewer demands were assumed to be 70% of the calculated water demand for

the workforce and personnel. The total daily sewer demand will therefore be 0.172ℓ/s.

Allowance for 15% infiltration was made to calculate the average wet daily flow, which resulted in

0.197ℓ/s. The peak flow rate was calculated utilizing a peak factor of 2.5. The expected peak flow as

calculated will be 0.494 ℓ/s.

In order to formalise the sewer network of the proposed development, additional infrastructure will be

required.

The following additional infrastructure will be required to drain the sewerage for the Development:

� New 160mm diameter outfall sewer.

� New 200mm diameter outfall sewer.

� New waste water treatment facility or plant.

The proposed development will collect and convey sewer throughout the development footprint via

gravity network and discharge into the Waste Water Treatment Facility. The treatment facility shall be

located on the lower south eastern corner of the Erf. The size of the internal sewer main will range from

160mm diameter to 200 mm diameter Class 34 uPVC pipes to accommodate the peak flow rate of 0.494

l/s.

See Annexure C for the Bulk Sewer Layout for proposal of bulk sewerage.

The proposed sewer treatment option includes:

• A Primary Phase Separation through septic tanks,

• secondary settling tank (humus tank) and

• Tinkle filtering.

RBC plant are not affected by overloading of the sewer system. No daily de-sludging is required, sludge

is continuously returned to the septic tank and normally would require de-sludging once every 12-

months. Separate sealed septic tanks assist the system to eliminate any smell and odour. The capacity of

the septic tank is designed in accordance with recommendations imposed by the South African Institute

of Water Pollution Control. The treated effluent will be discharged into the upper compartments of the

stormwater retention pond for final polishing and settlement. The treated effluent would comply to the

Special Limit of water quality under SANS 241-1:2015.

The proposed plant to be used on this project is the (Be-Pac 30 C) capable of handling and treating 30

kL/Day or a population equivalent to 250 p/day, assuming an 18-hour working day. The plant is

conservative and make allowances for season workers that could contribute to increased flow rates at


Page 17


certain times. The plant is sized adequately to sustain the sewer flow form the day-to-day operations of

the facility.

The discharge quality of the treated effluent will comply to the following:

*After removal of algae Source: Table 2.1 South African Government Gazette No. 36820, 6 Sept. 2013

WASTEWATER LIMIT VALUES APPLICABLE TO DISCHARGE OF WASTEWATER INTO A WATER RESOURCE

SUBSTANCE / PARAMETER GENERAL LIMIT SPECIAL LIMIT

Faecal Coliforms (per 100ml) 1000 0

COD - Chemical Oxygen Demand (mg/l) 75* 30*

PH 5,5 - 9,5 5,5 - 7,5

Ammonia (ionised and un-ionised) as Nitrogen

(mg/l)

3 2

Nitrate / Nitrite as Nitrogen (mg/l) 15 1,5

Chlorine as Free Chlorine (mg/l) 0,25 0

Suspended Solids (mg/l) 25 10

Electrical Conductivity (mS/m) 70ms/m above intake to a

maximum of 150 mS/m

50mS/m above background

receiving water, to a maximum of

100 mS/m

Ortho-Phosphate as phosphorous (mg/l) 10 1 (median) and 2,5 (maximum)

Fluoride (mg/l) 1 1

Soap, oil or grease (mg/l) 2,5 0

Dissolved Arsenic (mg/l) 0,02 0,01

Dissolved Cadmium (mg/l) 0,005 0,001

Dissolved Chromium (mg/l) 0,05 0,02

Dissolved Copper (mg/l) 0,01 0,002

Dissolved Cyanide (mg/l) 0,02 0,01

Dissolved Iron (mg/l) 0,3 0,3

Dissolved Lead (mg/l) 0,01 0,006

Dissolved Manganese (mg/l) 0,1 0,1

Mercury and its compounds (mg/l) 0,005 0,001

Dissolved Selenium (mg/l) 0,02 0,02

Dissolved Zinc (mg/l) 0,1 0,04

Boron (mg/l) 1 0,5

Figure 6: Sewer discharge quality after on-site treatment


Page 18


SECTION 5- ROADS NETWORK

The HOH Multi-Crop Greenhouse Hydroponic fresh produce, production and packaging facility

proposed on Portion 39 of Farm Klein Dassenberg No. 20. will gain formal access from the

Municipal/Provincial road network. The main access will be taken from Klein Dassenberg Road to the

west of the N7 and east of R304.

5.1 ROADWAYS CLASSIFICATION

The class of the different roads are as follows:

� Klein Dassenberg Road is a class 3 road.

The additional slip lanes, turning lanes, deceleration and acceleration lanes to be added to formalise

the access to the erf will comply to Class 3 requirements. Typically 3.7m wide lanes 40mm/50mm

thick asphalt surface, kerbed either side and sidewalks provided. Street lighting will be provided

for illumination during foul weather conditions or night time.

Figure 7: Typical details for access roadways taken from Provincial & Municipal roads

� The right-of-way servitude across the neighbouring property will be a Class 4 Road.

Typically 3.7m wide with 80mm thick concrete block paved surfacing, kerbed either side with formal

stormwater drainage. Sidewalks and street lights shall be provided for this entrance roadways to

the facility.


Page 19


Figure 8: Typical Illustration of access roadway surfacing

� The internal parking area at the administrative office will be a Class 5 Road.

The parking area will be structured around the northern side of the administrative building complex

and will have 80mm interlocking paving, edge restrains, walkways and formal stormwater

drainage. Stormwater drainage could include permeable paving on the parking areas. The areas will

be shaped to facilitate stormwater run-off.

Figure 9: Typical illustration of details for parking areas

� The warehouse delivery/collection hardstand area will be a Class 4 Road.

The hardstand at the delivery, collection and package areas will be in-situ concrete surface beds with

edge restrains and formal stormwater drainage. The areas will be shaped to facilitate stormwater

run-off.

Figure 10: Typical hardstand surfaces at packhouse areas

� The main access collector backbone roadway through the erf will be Class 5 Roads.

This road will be used more frequently since it will be the main link between the packhouse and

sorting areas and the individual green house structures. The roadway will be formalised with

stormwater drainage and will have a hard-wearing surface consisting of a twee spoor 3-Block track.


Page 20


Figure 11: Typical access collector roadway construction detail

� The interlinking access roadways between the green house structures will be Class 5 Roads.

The internal access roadways will be constructed with a G5 wearing course to improve durability

and supress dust on the roadway during frequent use. The roadway will be shaped with a 2.5%

crossfall to facilitate stormwater drainage. Side channels will be provided to assist in stormwater

management.

Figure 12: Typical details for access roadways along Greenhouse structures

5.2 DESIGN VEHICLES

The standard design vehicles utilised to verify design geometry on roadways are based on the Green

Book (AASTHO) Policy on Geometric Design of Highways and Streets and inter alia include the

following aspects.


Page 21


Figure 13: AASTHO Standard Turning Characteristics

Figure 14: AASTHO Exhibit 2-1 for Standard design vehicles

For the design on the roadways in this development the following vehicles was considered

• Quadbike and trailer – No formal designation awarded.

• Passenger car – P

• Single unit truck – SU


Page 22


• Farm tractor - TR

• Delivery trucks – WB-40

The choice of the design vehicle has been influenced by the following factors:

• The functional classification of a roadway, and by the proportions of the various types and sizes of

vehicles expected to use the facility.

• On rural facilities, to accommodate truck traffic, one of the semitrailer combinations trucks has

been considered in the design.

5.3 ACCESS CONTROL

Access to the Erf is taken from a Provincial Road and the WCPG Access Management Guidelines,

Version 2020 was utilised to evaluate access spacing as well as sight distance for egress and ingress to

the erf.

The sight distances were found to be compliant and conforms to the requirements from WCPG.

Access to the erf was evaluated and found acceptable based on the design criteria.


Page 23


SECTION 6- STORMWATER

6.1 TOPOGRAPHY

The site has a relatively flat natural topography with a fall of approximately 14m in a south easterly

direction. Natural ground levels range from 118 metres above mean sea level in the north-western corner

of the site to approximately 114m in the south-eastern corner of the site.

In the design of the stormwater system, rainfall data from the “City of Cape Town Rainfall Design Grid,

August 2013 at Lat. 33deg 36’ and Long. 18deg 32’ will be used. According to this weather station, the

mean annual precipitation (MAP) is 453mm. The given altitude for this area on the grid is accurate at

116m metres above mean sea level, the average for the levels stated above.

All pre-development stormwater runoff flow generally occurs in the south-eastern direction via a

non-perennial tributary approximately 2.7km south east of the site. Runoff from the upstream upper two

thirds of the site is intercepted directly by a drainage line on site.

6.2 STORMWATER MANAGEMENT PLAN

Stormwater runoff from the development area should be managed so that no damage to the environment

is caused during storms with a probability frequency of 1:10 years or more. Only minor, repairable

damage without significant loss or risk to life and property will occur during storms with a probability

frequency of 1:50 years and more. Note that a “storm frequency” equates to a “probability of occurrence”

of a storm event that should be used to assess the annual budget provision for remedial works, should

the event occur.

Figure 15: Typical stormwater management around greenhouse structures


Page 24


No formal stormwater drainage system nor treatment systems are available on the property. The

greenhouses will generate stormwater runoff equivalent to a 10.8ha impervious area and therefore

stormwater management will be required to prevent erosion and localised flooding. The areas between

the greenhouses will be used as an infiltration area for stormwater from small downpours. Surface

drainage, channels, overland escapes and underground pipes will be formalised to convey stormwater

to a stormwater retention pond, to cater for runoff during intense downpours.

The Stormwater Management Plan for the development will have the following objectives:

� To protect all life and property from damage by stormwater and floods;

� To prevent erosion of soil by water;

� To improve the quality of stormwater run-off for re-use;

� To protect and enhance water resources in the catchments from pollution and siltation;

� To protect and enhance the local and downstream water courses and their eco-systems.

The Stormwater Management Plan encourages the following:

� Maintain adequate ground cover at all places and at all times to negate the erosive forces of

stormwater;

� Prevent concentration of stormwater flows at any point where the ground is susceptible to

erosion;

� Reduce stormwater flows as much as possible by the effective use of attenuating engineered

devices;

� Ensure that all stormwater control works are constructed in a safe and aesthetic manner in

keeping with the overall development theme for the area;

� Prevent pollution of water ways and water features by litter, silt and suspended solids and to

reduce dissolved solids in stormwater discharges;

� Contain soil erosion, whether induced by wind, water forces or by construction activities through

protective works to trap sediment at appropriate locations in the development. This applies

particularly during construction.

6.3 STORMWATER RISKS

Because of the very loose soil conditions across the whole site, the top soil is considered generally

erodible. It is suggested that a heavy vibratory roller be used to compact the loose sand after site

clearance.

The new development will tend to reduce the natural rainfall infiltration and increase storm runoff.

Downstream flood damage risks will therefore increase unless adequate attenuation of flood runoff is

provided. The design of the major stormwater system will address this issue as far as possible, but it is

important to note that each individual area and its associated infrastructure will be designed such that

the downstream post-development flood risks are no greater than that of the pre-development flood

risks.

6.3.1 MAJOR SYSTEM

The major stormwater system consists of the detention dams, open channels, roadways and other hard

impermeable surfaces. It also includes other devices such as wetlands that are constructed to manage

stormwater. Refer to Annexure B for a layout of the planned major stormwater system.


Page 25


The land use and associated runoff coefficients for pre- and post-development conditions for four

sub-catchments are shown in Table 6-1 below. Refer to Annexure C – Sub-catchment Layout for visual

representation of these sub-catchments. The Land Use area designated as “green” represents the natural

state of the site and its run-off factor is derived from the sum of the following components:

� Surface slope: Flat areas ⇒ Cs = 6

� Permeability: Permeable ⇒ Cp = 6

� Vegetation: Grasslands ⇒ Cv = 17

The run-off factor of 29 is then rounded up and taken as 30 for the whole site pre-development, as well

as post-development for the remaining “green” areas.

Land Use Area (Ha)

Pre-Development

Runoff Coefficient (%)

Post-Development

Runoff Coefficient (%)

A Cpre Cpost

Sub-Catchments C1 to C4

Structures (heavy industry) 10.8 30 90

Green 19.8 30 30

Non-Perennial and off-set* 3.7 30 100

Total Catchment (Weighted Average

Run-off Factor) 30.6 30 52

* This Land Use area is a no-go zone that will not be affected post-development and will not contribute to stormwater

runoff to be managed. Stormwater from this area is assumed to follow the natural drainage line.

Table 6-1: Land use Allocation and Run-off coefficients

The rainfall intensity for the design storm is derived from the Intensity Duration Frequency Curves for

the site area where the Mean Annual Precipitation (MAP) is 453mm. The calculated rainfall intensities

for each return period for the undeveloped site area and for the proposed development were calculated

and are illustrated in the below table. Note that all post-development time of concentrations for the

various catchments were calculated as less than fifteen minutes. The minimum time of concentration of

fifteen minutes were thus used in each case, as prescribed by the SANRAL Drainage Manual, to get the

corresponding rainfall intensities.

RETURN

INTERVAL 1:2 1:5 1:10 1:20 1:50 1:100

CATCHMENTS PRE POST PRE POST PRE POST PRE POST PRE POST PRE POST

C1 24.0 36.3 32.0 48.8 38.0 58.0 44.0 67.2 53.0 80.5 60.0 91.5

C2 18.0 36.3 24.5 48.8 29.0 58.0 33.0 67.2 40.0 80.5 45.5 91.5

C3 20.0 36.3 27.0 48.8 32.0 58.0 37.0 67.2 44.0 80.5 50.0 91.5

C4 17.5 36.3 23.0 48.8 27.5 58.0 32.5 67.2 38.0 80.5 43.0 91.5

Table 6-2: Rainfall Intensities (mm/h)

The calculated intensities were used to determine the catchment pre and post development flow rates to

determine the storage capacity required per catchment. The rational method calculated flows from the

catchments are illustrated in the table below. Pre and post development 1:2, 1:5, 1:10, 1:20, 1:50 and 1:100

year return period storm events were calculated.


Page 26


RETURN

INTERVAL 1:2 1:5 1:10 1:20 1:50 1:100

CATCHMENTS PRE POST PRE POST PRE POST PRE POST PRE POST PRE POST

C1 0.049 0.130 0.066 0.174 0.078 0.207 0.091 0.240 0.109 0.287 0.124 0.326

C2 0.147 0.514 0.200 0.691 0.379 0.821 0.270 0.951 0.327 1.140 0.372 1.295

C3 0.121 0.380 0.163 0.511 0.266 0.607 0.224 0.704 0.266 0.843 0.302 0.958

C4 0.162 0.581 0.212 0.781 0.434 0.928 0.300 1.075 0.351 1.288 0.397 1.464

Table 6-3: Stormwater Flows (m3/s)

From the calculated flows the storage capacity for each sub-catchment was determined for the 1:50 year

storm event. The pre-development flow was used as the permissible discharge form the catchments.

The calculated storage capacity is illustrated in the below table.

CATCHMENTS

CATCHMENT FLOW

(m³/s) FLOW TO

STORAGE (m³/s)

CALCULATED

STORAGE

(m³) PRE POST

C1 0.109 0.287 0.178 160

C2 0.327 1.140 0.813 732

C3 0.266 0.843 0.577 519

C4 0.351 1.288 0.937 844

Total 1.052 3.558 2.506 2255

Table 6-4: Detention Storage for 1:50 Year Return Interval

The stormwater discharged from the respective sub-catchment will be accommodated in the major

stormwater system where capacity will be allowed for to convey the runoff from a 1:50 year storm event.

The main stormwater system will be water collected from the greenhouses and surrounding areas

(sub-catchments 1, 2 and 3) that will be transported by underground pipes to the eastern side of the

property. Here it will be discharged in a series of five earth swales sloping to the south. Any stormwater

over flowing down to the final swale, situated above the natural drainage line on site, will be conveyed

to the stormwater retention pond south of the site. Stormwater from the greenhouses situated in

sub-catchment 4 will flow directly into the retention pond. Stormwater will be treated in the retention

pond where after it can be pumped back in the irrigation system.

Individual Sub-Catchments within the development will be served by underground pipe networks as

well as open channels flowing to the abovementioned swales that will follow the natural fall to the south.

The first three swales will accommodate runoff from sub-catchments 1 and 2 that will have total storage

of approximately 900m3 plus freeboard. The remaining two swales will accommodate runoff from

sub-catchment 3 that will have an approximate storage capacity of 520m3 plus freeboard. The stormwater

retention pond will thus cater for the overflow from above swales plus the 850m3 runoff from

sub-catchment 4. An additional pond alongside the southern border will be used for emergency

overflows.

6.3.2 MINOR SYSTEM

The minor stormwater system consists of any measures provided to accommodate stormwater runoff

within “green” areas and convey the runoff to the major stormwater system i.e. road stormwater,

catchpits, channels and collector pipes.


Page 27


6.3.3 SUSTAINABLE URBAN DRAINAGE SYSTEM

The following principles were followed by the planning team:

� Design for the site in general must avoid concentration of stormwater runoff both spatially and

in time and to provide for on-site attenuation of stormwater runoff to limit peak flows to pre-

development levels.

� Improve quality of runoff from the development areas to pre-development concentrates.

� Where possible natural infiltration to take precedence over pipe reticulation.

� Infiltration swales and wetlands to be used as stormwater cleaning devices.

� Development guidelines will be compiled whereby individual developments will be encouraged

to manage stormwater on site so as to reduce the impact on downstream systems.

Sedimentation and screen structures will be for sedimentation of suspended material within stormwater

flows and screens will provide trash trap areas for any solid waste finding its way within the stormwater

system. The swales are designed to infiltrate naturally with sub-surface drainage connecting to them.

These infiltration areas reduce any pollutants in the stormwater run-off.

Figure 16: Typical stormwater drainage along gravel surfaced access roadways

Figure 17: Typical swale construction and details for the Buffer Zones around perimeter of Development


Page 28


Figure 18: Swale with check dams along the Buffer Zone to facilitate retention and infiltration


Page 29


SECTION 7- ELECTRICAL NETWORK

7.1 INTRODUCTION

The proposed development is situated within Eskom’s supply area, in close proximity to Dassenberg

Farmers 2 (11kV network). The figure below indicates the position and extent of the Eskom

infrastructure.

7.2 EXISTING SUPPLY AND CAPACITY

Initial communication with Eskom (Mr. Alistair-Lee Potgieter, Network Planning, Eskom Distribution –

Western Cape Operating Unit) yielded that this network is currently moderately constraint and any

significant load increases on this network would require major strengthening. This will entail to upgrade

of backbone conductors and possibly re-building of the overhead line to support bigger size conductors,

installation of a voltage regulator, etc. All of these elements are in addition to the bulk infrastructure for

the connection.

Eskom did report however, with minor network configuration changes, it is possible to shift this part of

the network to Dassenberg Farmers 1 (11kV) with no additional strengthening required. The developer

would still be responsible for the bulk connection infrastructure and related costs. Typically, a Recloser

for loads of this magnitude and one connection granted.

The estimated ADMD for this development based on the current design is calculated to be 1800kVA. The

proposed development is situated within Eskom’s area of supply. The development is located in close

proximity to the existing Dassenberg Farmers 2 Feeder (11kV overhead network). Eskom’s Dassenberg

Farmers 2 Feeder is located to the northern side of the proposed development.

This network is currently moderately constraint. Any significant load increases on this network would

require major network strengthening. Strengthening could entail:

• upgrading of backbone conductors,

• possibly re-building of the overhead line to support bigger size conductor,

• installation of a voltage regulator, etc.

The above network strengthening would be in addition to the bulk electrical infrastructure required for

this development.

However, with minor network configuration changes, it is possible to shift this part of the network to

Dassenberg Farmers 1 Feeder (11kV overhead network) with no additional strengthening required. For

loads of this magnitude, the developer would still be responsible for the bulk connection infrastructure

which would typically entail the installation of a recloser and a bulk MV metering point.

With the above de-loading of the feeders and associated modifications to the network, bulk electricity

supply could be made available to supply this development. It must however be noted that capacity

cannot be reserved until a formal application is submitted and the resulting bulk contribution fees paid

by the developer.


Page 30


An application has been submitted to support the Eskom investigation into the possible network’s

changes and/or supply to the Erf.

Contribution costs will be applicable to the development of this erf and these costs will be finalised and

provided by Eskom once the supply network analysis has been done internally by Eskom.

The capacity could only be reserved, once the acceptance of a Budget Quote issued by Eskom has been

established.


Page 31


SECTION 8- CONCLUSION

The contents of this report indicate the methodology followed for the design and implementation of the

Commercial Controlled Environment Portion 39 of Farm Klein Dassenberg No. 20. development near

Atlantis.

The Demand and Capacity Analysis and calculations performed by BVi Consulting Engineering indicate

that the existing borehole water supply on the erf would be sufficient for the intended development and

the use of the water. The development is situated on the fringe of the municipal sewer networks and a

connection to this system would be costly. The option to treat on-site sewerage and re-sue the effluent

would be the preferred option. Treatment of the effluent will be done to meet the requirements and

standards of the DWS (Department water and Sanitation) special criteria.

An entrance from the Klein Dassenberg Road (Provincial proclaimed Road and maintained by the

Municipality) through the right of way servitude roadway which will be registered along the boundary

of the larger farm portion 39/20 and 40/20.

The stormwater management plan is setup to make provision for all environmental issues that may arise

and to protect and enhance downstream water courses and their eco systems.

The electrical demand for the project is limited and solar supported infrastructure is preferred. The

Eskom electrical supply is required to support the facility’s administrative buildings, warehouse and

packing buildings, water, irrigation and sewer pumping equipment and associated infrastructure. The

greenhouse units will be operated and will function from solar based PV panels and associated

infrastructure.

33526.00 (GreenTastic HAOP Atlantis)\33526.00-REP002-PDR Rev1-DRAFT.docx


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ANNEXURE A:

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5

1

1

4

.2

5

1

1

4

.2

5

114.50

114.50

1

1

4

.

7

5

114.75

115.25

1

1

5

.

2

5

1

1

5

.5

0

1

1

5

.

5

0

1

1

5

.7

5

1

1

5

.7

5

1

1

6

.

2

5

1

1

6

.

2

5

1

1

6

.

5

0

1

1

6

.

5

0

1

1

6

.7

5

1

1

6

.7

5

1

1

7

.

2

5

117.50

1

0

9

.

0

0

1

0

9

.

0

0

109.00

1

1

0

.

0

0

1

1

1

.0

0

1

1

2

.0

0

1

1

3

.

0

0

1

1

4

.

0

0

1

1

5

.

0

0

1

1

6

.

0

0

1

1

7

.

0

0

1

1

7

.0

0

117.00

1

1

8

.

0

0

1

0

8

.

7

5

1

0

8

.

7

5

1

0

8

.

7

5

1

0

8

.7

5

1

0

8

.

7

5

108.75

1

0

8

.

7

5

1

0

8

.7

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.2

5

1

0

9

.

5

0

1

0

9

.

5

0

1

0

9

.

5

0

1

0

9

.

7

5

1

1

0

.

2

5

1

1

0

.

5

0

1

1

0

.

7

5

111.25

1

1

1

.

5

0

1

1

1

.

7

51

1

2

.

2

5

1

1

2

.5

0

1

1

2

.7

5

1

1

3

.

2

5

113.50

1

1

3

.7

5

1

1

4

.

2

5

1

1

4

.

5

0

1

1

4

.

7

5

1

1

5

.

2

5

1

1

5

.

5

0

1

1

5

.

7

5

116.25

116.50

1

1

6

.

7

5

1

1

6

.7

5

1

1

6

.7

5

1

1

7

.

2

5

1

1

7

.

5

0

1

1

7

.

7

5

3

4 5

NO

G

O

NO

G

O

BU

FF

ER

C

O

R

R

ID

O

R

9

12

12

7

6

WW

TP

9

9

7

7

7

1

CHECKED

REVISION DESCRIPTION

REG. NO.

SCALE

0,1,2,3.../ : AFTER TENDER

/D : BY BVi

E-MAIL

/B : BY ARCHITECT

/E : BY OTHER ( )

AMENDMENTS CODE

OFFICE

(043) 735-3899

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

KwaZulu Natal (031) 266-8382

Western Cape (021) 527-7000

(027) 712-3614

DATEENGINEER/TECHNOLOGIST

Port ElizabethEastern Cape

A,B,C... / : BEFORE TENDER

T0 / : TENDER DRAWING

DATE SAVED

REG. NO.

APPROVED BY BVi

PLAN NUMBER

DRAWN

/A : BY CLIENT

REVISION NO.

CLIENT

DRAWING TITLE

DESIGNED

[email protected]

[email protected]

Polokwane

Bloemfontein

Welkom

Upington

Springbok

(041) 373-4343

[email protected](035) 772-6112Empangeni

PROJECT

CITY ENGINEER / CLIENT DATE

APPROVED BY COUNCIL / CLIENT DATE No./CODEINITIAL

Durban

East London

Cape Town

PROVINCE

Visit or contact us online at www.bvigroup.co.za

[email protected]

/C : BY MECHANICAL OR ELECTRICAL

(057) 353-2499

(051) 447-2137

(054) 337-6600

(015) 291-5400

Free State

Northern Cape

Z / : AS BUILT

NOTES / LEGEND

[email protected] (012) 940-1111Gauteng

GREENTASTIC (PTY) LTD

O:\PROJECTS DRAWINGS\33000 - 33999\33526.00\CIVIL\DESIGN DRAWINGS\33526.00-101-01 REVA_GENERAL SERVICES LAYOUT.DWG

33

52

6.0

0-1

01

-0

1 R

EV

A_

GE

NE

RA

L S

ER

VIC

ES

L

AY

OU

T.D

WG

27 October 2020

27 October 2020 06:54:34 PM

33526.00-101-01 A

1:2000 @A1

CJvR

CJvR

SJAL

GREENTASTIC,

KLEIN DASSENBERG

FARM No. 20 of PTN 39, ATLANTIS

GENERAL SERVICES LAYOUT

23/10/2020 CJvR 1/A ORIGINAL DRAWING

Registration no. 1998/000157/07

NEW STORMWATER PIPE

NEW STORMWATER MANHOLE

NEW FOUL SEWER PIPE

NEW FOUL SEWER MANHOLE

NEW WATER PIPE

NEW IRRIGATION WATER PIPE

NEW IRRIGATION RETURN FEED

PROTECTED AERAS

FARM 20/38

FARM 20/40

FARM 20/39

SWALE 1

SWALE 2

SWALE 3

SWALE 4

SWALE 5

STORMWATER OVERLAND

ESCAPE ROUTE TO INLET SWMH

POND 1

POND 2

30.0m BUFFER ZONE

SERVICES STREAM CROSSING

ROW SERVITUDE

BOREHOLE SUPPLY

(Ex. EHPBH2)


Page 33


ANNEXURE B:

STORMWATER MANAGEMENT LAYOUT

slid

in

g

g

a

te

39

AF

A

39

DF

39

BN

P

38

SC

F

E

D

G

E

O

F

T

A

R

E

D

G

E

O

F

T

A

R

IP

=114.65

IP

=114.63

4

5

0

Φ

4

5

0

Φ

450Φ

IP

=119.70

IP

=119.62

IP

=117.42

IP

=117.38

CM

CM

CM

EP

EP

EP

EP

EP

EP

EP

OV

ER

HE

AD

P

OW

ER

LIN

E

EP

GR

AV

EL R

OA

D

GR

AV

EL T

RA

CK

CO

NC

RE

TE

GR

AV

EL R

OA

D

TR

UC

K W

AS

HE

R

TE

L

TE

L

TE

L

Su

b S

tn

G

R

A

V

E

L

R

O

A

D

SA

ND

TR

AC

K

K

E

R

B

T

A

R

R

E

D

D

R

IV

E

W

A

Y

B

R

IC

K

P

A

V

IN

G

K

L

E

IN

D

A

S

S

E

N

B

E

R

G

R

O

A

D

EP

EP

O

V

E

R

H

E

A

D

P

O

W

E

R

LIN

E

1

0

4

1

0

5

1

0

6

1

0

7

1

0

8

1

0

9

1

1

0

1

0

8

1

0

9

1

1

8

117

1

1

6

1

1

5

1

1

4

1

1

3

112

111 1

10

1

1

7

1

1

6

1

1

5

1

1

9

119

1

2

0

1

2

1

119

120

1

1

9

109

1

0

8

107

1

0

6

1

0

6

1

0

7

1

0

8

30000

ST

W P

ON

D

1

0

8

1

0

7

4

5

0

m

m

Ø

4

5

0

m

m

Ø

450mmØ

4

5

0

m

m

Ø

450mmØ

375mmØ

375mmØ

375mmØ

375mmØ

375mmØ

375mmØ

375mmØ

3

4 5

NO

G

O

NO

G

O

BU

FF

ER

C

O

R

R

ID

O

R

9

12

12

7

6

WW

TP

9

9

7

7

7

1

CHECKED


REG. NO.

SCALE


/D : BY BVi

E-MAIL

/B : BY ARCHITECT

/E : BY OTHER ( )

AMENDMENTS CODE

OFFICE

(043) 735-3899

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]



(027) 712-3614





DATE SAVED

REG. NO.

APPROVED BY BVi

PLAN NUMBER

DRAWN

/A : BY CLIENT

REVISION NO.

CLIENT

DRAWING TITLE

DESIGNED

[email protected]

[email protected]

Polokwane

Bloemfontein

Welkom

Upington

Springbok

(041) 373-4343


PROJECT



Durban

East London

Cape Town

PROVINCE


[email protected]


(057) 353-2499

(051) 447-2137

(054) 337-6600

(015) 291-5400

Free State

Northern Cape

Z / : AS BUILT

NOTES / LEGEND



O:\PROJECTS DRAWINGS\33000 - 33999\33526.00\CIVIL\DESIGN DRAWINGS\33526.00-120-01 REVA_STORMWATER MANAGEMENT LAYOUT.DWG

33

52

6.0

0-1

20

-0

1 R

EV

A_

ST

OR

MW

AT

ER

M

AN

AG

EM

EN

T L

AY

OU

T.D

WG

27 October 2020

27 October 2020 07:08:21 PM

33526.00-120-01 A

1:2000 @A1

CJvR

CJvR

SJAL

GREENTASTIC,

KLEIN DASSENBERG


STORMWATER MANAGEMENT

LAYOUT



NEW STORMWATER PIPE

NEW STORMWATER MANHOLE

PROTECTED AERAS

FARM 20/38

FARM 20/40

FARM 20/39

SWALE 1

SWALE 2

SWALE 3

SWALE 4

SWALE 5

STORMWATER OVERLAND

ESCAPE ROUTE TO INLET SWMH

POND 1

POND 2

30.0m BUFFER ZONE


ROW SERVITUDE


Page 34


ANNEXURE C:

SUB-CATCHMENT LAYOUT

slid

in

g

g

a

te

39

AF

A

39

DF

39

BN

P

38

SC

F

E

D

G

E

O

F

T

A

R

E

D

G

E

O

F

T

A

R

IP

=114.65

IP

=114.63

4

5

0

Φ

4

5

0

Φ

450Φ

IP

=119.70

IP

=119.62

IP

=117.42

IP

=117.38

CM

CM

CM

EP

EP

EP

EP

EP

EP

EP

OV

ER

HE

AD

P

OW

ER

LIN

E

EP

GR

AV

EL R

OA

D

GR

AV

EL T

RA

CK

CO

NC

RE

TE

GR

AV

EL R

OA

D

TR

UC

K W

AS

HE

R

TE

L

TE

L

TE

L

Su

b S

tn

G

R

A

V

E

L

R

O

A

D

SA

ND

TR

AC

K

K

E

R

B

T

A

R

R

E

D

D

R

IV

E

W

A

Y

B

R

IC

K

P

A

V

IN

G

K

L

E

IN

D

A

S

S

E

N

B

E

R

G

R

O

A

D

EP

EP

O

V

E

R

H

E

A

D

P

O

W

E

R

LIN

E

30000

CHECKED


REG. NO.

SCALE


/D : BY BVi

E-MAIL

/B : BY ARCHITECT

/E : BY OTHER ( )

AMENDMENTS CODE

OFFICE

(043) 735-3899

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]



(027) 712-3614





DATE SAVED

REG. NO.

APPROVED BY BVi

PLAN NUMBER

DRAWN

/A : BY CLIENT

REVISION NO.

CLIENT

DRAWING TITLE

DESIGNED

[email protected]

[email protected]

Polokwane

Bloemfontein

Welkom

Upington

Springbok

(041) 373-4343


PROJECT



Durban

East London

Cape Town

PROVINCE


[email protected]


(057) 353-2499

(051) 447-2137

(054) 337-6600

(015) 291-5400

Free State

Northern Cape

Z / : AS BUILT

NOTES / LEGEND



O:\PROJECTS DRAWINGS\33000 - 33999\33526.00\CIVIL\DESIGN DRAWINGS\33526.00-120-02 REVA_SUB-CATCHMENT LAYOUT.DWG

33

52

6.0

0-1

20

-0

2 R

EV

A_

SU

B-C

AT

CH

ME

NT

L

AY

OU

T.D

WG

27 October 2020

27 October 2020 07:13:52 PM

33526.00-120-02 A

1:2000 @A1

CJvR

CJvR

SJAL

GREENTASTIC,

KLEIN DASSENBERG


SUB-CATCHMENT LAYOUT



SUB-CATCHMENT 1 (C1)




PROTECTED AERASPROTECTED AERAS

FARM 20/38

FARM 20/40

FARM 20/39

ROW SERVITUDE


Page 35


ANNEXURE D:

FOUL SEWER LAYOUT

slid

in

g

g

a

te

39

AF

A

39

DF

39

BN

P

38

SC

F

E

D

G

E

O

F

T

A

R

E

D

G

E

O

F

T

A

R

GR

AV

EL R

OA

D

GR

AV

EL T

RA

CK

CO

NC

RE

TE

GR

AV

EL R

OA

D

TR

UC

K W

AS

HE

R

TE

L

TE

L

TE

L

G

R

A

V

E

L

R

O

A

D

SA

ND

TR

AC

K

K

E

R

B

T

A

R

R

E

D

D

R

IV

E

W

A

Y

B

R

IC

K

P

A

V

IN

G

K

L

E

IN

D

A

S

S

E

N

B

E

R

G

R

O

A

D

30000

3

4 5

NO

G

O

NO

G

O

BU

FF

ER

C

O

R

R

ID

O

R

9

12

12

7

6

WW

TP

9

9

7

7

7

1

1

0

9

.

0

0

1

0

9

.

0

0

109.00

1

1

0

.

0

0

1

1

1

.0

0

1

1

2

.0

0

1

1

3

.

0

0

1

1

4

.

0

0

1

1

5

.

0

0

1

1

6

.

0

0

1

1

7

.

0

0

1

1

7

.0

0

117.00

1

1

8

.

0

0

1

0

8

.

7

5

1

0

8

.

7

5

1

0

8

.

7

5

1

0

8

.7

5

1

0

8

.

7

5

108.75

1

0

8

.

7

5

1

0

8

.7

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.

2

5

1

0

9

.2

5

1

0

9

.

5

0

1

0

9

.

5

0

1

0

9

.

5

0

1

0

9

.

7

5

1

1

0

.

2

5

1

1

0

.

5

0

1

1

0

.

7

5

111.25

1

1

1

.

5

0

1

1

1

.

7

51

1

2

.

2

5

1

1

2

.5

0

1

1

2

.7

5

1

1

3

.

2

5

113.50

1

1

3

.7

5

1

1

4

.

2

5

1

1

4

.

5

0

1

1

4

.

7

5

1

1

5

.

2

5

1

1

5

.

5

0

1

1

5

.

7

5

116.25

116.50

1

1

6

.

7

5

1

1

6

.7

5

1

1

6

.7

5

1

1

7

.

2

5

1

1

7

.

5

0

1

1

7

.

7

5

1

0

5

.0

0

1

0

6

.

0

0

1

0

7

.0

0

1

0

8

.0

0

1

0

9

.

0

0

1

1

0

.

0

0

1

1

1

.

0

0

1

1

2

.0

0

1

1

3

.0

0

1

1

4

.0

0

1

1

5

.

0

0

1

1

6

.

0

0

117.00

1

0

4

.

2

5

1

0

4

.

5

0

1

0

4

.

7

5

1

0

5

.

2

5

1

0

5

.

5

0

1

0

5

.

7

5

1

0

6

.

2

5

1

0

6

.

5

0

1

0

6

.7

5

107.25

1

0

7

.

5

0

107.75

1

0

8

.

2

5

1

0

8

.

5

0

1

0

8

.

7

5

1

0

9

.

2

5

1

0

9

.

5

0

1

0

9

.

7

5

1

1

0

.

2

5

1

1

0

.

5

0

1

1

0

.

7

5

1

1

1

.

2

5

1

1

1

.

5

0

1

1

1

.

7

5

1

1

2

.

2

5

1

1

2

.5

0

1

1

2

.7

5

113.25

113.50

1

1

3

.7

5

1

1

4

.

2

5

114.50

114.75

1

1

5

.

2

5

1

1

5

.

5

0

1

1

5

.7

5

1

1

6

.

2

5

1

1

6

.

5

0

1

1

6

.7

51

1

7

.

2

5

117.50

CHECKED


REG. NO.

SCALE


/D : BY BVi

E-MAIL

/B : BY ARCHITECT

/E : BY OTHER ( )

AMENDMENTS CODE

OFFICE

(043) 735-3899

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]



(027) 712-3614





DATE SAVED

REG. NO.

APPROVED BY BVi

PLAN NUMBER

DRAWN

/A : BY CLIENT

REVISION NO.

CLIENT

DRAWING TITLE

DESIGNED

[email protected]

[email protected]

Polokwane

Bloemfontein

Welkom

Upington

Springbok

(041) 373-4343


PROJECT



Durban

East London

Cape Town

PROVINCE


[email protected]


(057) 353-2499

(051) 447-2137

(054) 337-6600

(015) 291-5400

Free State

Northern Cape

Z / : AS BUILT

NOTES / LEGEND



O:\PROJECTS DRAWINGS\33000 - 33999\33526.00\CIVIL\DESIGN DRAWINGS\33526.00-130-01 REVA_FOUL SEWER LAYOUT.DWG

33

52

6.0

0-1

30

-0

1 R

EV

A_

FO

UL

S

EW

ER

L

AY

OU

T.D

WG

26 October 2020

27 October 2020 07:33:24 PM

A

1:2000 @A1

CJvR

CJvR

SJAL

GREENTASTIC,

KLEIN DASSENBERG




33526.00-130-01

FOUL SEWER LAYOUT

NEW FOUL SEWER PIPE

NEW FOUL SEWER MANHOLE

PROTECTED AERAS

FARM 20/38

FARM 20/40

FARM 20/39

POND 1

POND 2

30.0m BUFFER ZONE


ROW SERVITUDE


Page 36


ANNEXURE E:

WATER LAYOUT PLAN

39

AF

A

39

DF

39

BN

P

38

SC

F

E

D

G

E

O

F

T

A

R

E

D

G

E

O

F

T

A

R

CM

CM

CM

EP

EP

EP

EP

EP

EP

EP

OV

ER

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CHECKED


REG. NO.

SCALE


/D : BY BVi

E-MAIL

/B : BY ARCHITECT

/E : BY OTHER ( )

AMENDMENTS CODE

OFFICE

(043) 735-3899

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]

[email protected]



(027) 712-3614





DATE SAVED

REG. NO.

APPROVED BY BVi

PLAN NUMBER

DRAWN

/A : BY CLIENT

REVISION NO.

CLIENT

DRAWING TITLE

DESIGNED

[email protected]

[email protected]

Polokwane

Bloemfontein

Welkom

Upington

Springbok

(041) 373-4343


PROJECT



Durban

East London

Cape Town

PROVINCE


[email protected]


(057) 353-2499

(051) 447-2137

(054) 337-6600

(015) 291-5400

Free State

Northern Cape

Z / : AS BUILT

NOTES / LEGEND



O:\PROJECTS DRAWINGS\33000 - 33999\33526.00\CIVIL\DESIGN DRAWINGS\33526.00-140-01 REVA_WATER LAYOUT.DWG

33

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0-1

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-0

1 R

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A_

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OU

T.D

WG

26 October 2020

27 October 2020 07:28:58 PM

33526.00-140-01 A

1:2000 @A1

CJvR

CJvR

SJAL

GREENTASTIC,

KLEIN DASSENBERG


WATER LAYOUT



NEW WATER PIPE

NEW IRRIGATION WATER PIPE

PROTECTED AERAS

FARM 20/38

FARM 20/40

FARM 20/39

30.0m BUFFER ZONE


ROW SERVITUDE

BOREHOLE SUPPLY

(Ex. EHPBH2)

NEW IRRIGATION RETURN FEED


Page 37


ANNEXURE F:

TIANJIN DAYU IRRIGATION CONCEPT REPORT

1

Design Explanation of irrigation in South Africa

Project

Sept. 11, 2020

1. Overall design of irrigation project

1.1 General layout

The net area of the film greenhouse in this project is 10 hectares. The crops planted are lettuce,

strawberry, tomato, cucumber and sweet pepper. The irrigation mode is drip irrigation and

hydroponics. The control mode is wired automatic control, and the fertilization mode is three

channel fertilizing machine. PVC pipes are used in the pipe network, and different pipe diameters

and working pressure are selected according to the flow rate; exhaust valve is installed at the high

place of the pipe network system, and the drainage valve is installed at the lower part; the

maintenance valve is set at the branch position of the main pipe network, and the corresponding

valve well is provided; the pressure regulating solenoid valve is selected at the head of the

greenhouse.

A. Design of lettuce irrigation

Lettuce was planted in hydroponics. Two return pools were designed in each

greenhouse for nutrient solution recycling.

B. Strawberry irrigation design

Strawberries are planted in matrix, and irrigated by the head of the system. Irrigation

pipes and return pipes are laid inside the greenhouse to provide irrigation water for

strawberries and centralized treatment of recycled waste liquid. Drip irrigation belts

are used for strawberry irrigation, and two lines of drip irrigation belts are laid in each

substrate tank.

C. Tomato irrigation design

The substrate planting mode is selected for tomato planting, and the water supply from

the head of the system is used for irrigation. Irrigation pipes and return water pipes are

laid inside the greenhouse to provide irrigation water for tomato and centralized

treatment of waste liquid recovery. Drip irrigation belt is used for tomato irrigation,

and two lines of drip irrigation belt are laid in each substrate tank.

D. Irrigation design of Cucumber

The substrate planting mode is selected for cucumber, which is irrigated by the head of

the system. Irrigation pipes and return pipes are laid inside the greenhouse to provide

irrigation water for cucumber and centralized treatment of waste liquid recovery. Drip

irrigation belt is used for cucumber irrigation, and two lines of drip irrigation belt are

laid in each substrate tank.

E. Irrigation design of sweet pepper

The substrate planting mode is selected for sweet pepper, which is irrigated by the

water supply from the head of the system. The irrigation pipe and return water pipe are

laid inside the greenhouse to provide irrigation water for sweet pepper and centralized

treatment of recycled waste liquid. Drip irrigation belt is selected for sweet pepper

irrigation, and two lines of drip irrigation belt are laid in each substrate tank.

1.2 Water source engineering

The water source of the project area is well water. The prefabricated water tank is built to meet the

water diversion and water storage functions and meet the design water supply requirements.

1.3 Head Center

The head Center is mainly the head of irrigation system, which is an important part of agricultural

irrigation project, mainly responsible for water distribution, monitoring and control, safety

protection and other functions. The first part includes pumping station system, filtration system,

fertilization system, measuring equipment and central control system

1.4 Pumping station system

The water source of the project area is surface water, and the pump selected for the project is

horizontal centrifugal pump. It is equipped with frequency conversion control cabinet, which is

matched with water pump and can be connected to the control system. Due to different types of

crops, the project needs to be equipped with 5 sets of pump station systems.

Filter equipment According to the characteristics of water source and irrigation mode of the

project, the automatic backwash sand and gravel + automatic backwash laminated composite filter

is selected for the project.

1.5 Fertilization equipment

Three channel fertilizer applicator and three fertilizer storage tanks with a single capacity of 1000L

are adopted. Each fertilizer storage tank is equipped with base bracket and fertilizer mixing mixer

on the tank. The fertilizer applicator combined with the automation system can control irrigation

and fertilization in a unified way to achieve the purpose of fertilization with water. Due to the

different types of crops, the project needs to be equipped with 5 sets of fertilization systems.

1.6 Measuring equipment

Electromagnetic flow meter is selected as the water meter, which is an integral part of the control

head. It is located behind the filtering system and has high accuracy (2 ‰). The head of the

irrigation system is equipped with a water meter. Its function is to accurately measure the water

volume extracted by the pump and upload the data to the automatic control system. The output

data can be connected with the controller to realize accurate water measurement and accurate

irrigation, which can fully meet the needs of users The need for water measurement.

The remote pressure gauge is selected to monitor the operating pressure of the system and transmit

the pressure data to the control system and frequency conversion control cabinet.

1.7 Central control system

The central control system is a system developed by using advanced technologies such as computer

network, sensors and automatic control. The system can remotely open and close pulse solenoid

valve, linkage remote water pump to achieve timely and appropriate amount of automatic

irrigation, according to the growth of crops to control fertilizer applicator, establish intelligent,

water-saving and efficient irrigation area.

1.8 Field engineering layout

According to the location of typical greenhouse, crop planting, engineering form, planting

facilities layout and other actual situation, the pipe network adopts the layout form of main pipe

+ branch pipe + branch pipe + capillary pipe.

PVC pipe material is selected for main pipe and sub main pipe, Dayu brand is selected, and the

service life of underground part is 20 years. The pipeline is buried

1.0 m underground, the pipe diameter is Ф 110 - Ф 200, and the working pressure is

1.0 MPa; the steel casing (the thickness of the casing is not less than 4 mm) is used for the pipeline

crossing the river or road, and the depth of the pipe crossing the road shall not be less than 120

cm and compacted. If it is in the main road in the field, the concrete protective layer must be made.

The branch pipe is PVC pipe, the brand is Dayu water-saving, buried 0.8m underground, the pipe

diameter is Ф 50 - Ф 110, and the pressure bearing grade is 0.63Mpa. The main pipe is vertically

divided into main pipe and branch pipe is arranged vertically. The emitter specification is 1.38l/h

drip irrigation belt, the distance between emitters is 0.1M, and the wall thickness is 0.18mm.

1.9 Valve and safety protection device

Valve and safety protection device: 2 "and 1.5" electromagnetic pressure regulating valve is

selected for each greenhouse control valve, which has the function of switch and pressure

reduction; after the filter, it is equipped with pressure reducing and pressure holding valve, with

small head loss, continuously adjustable valve outlet pressure, long service life and simple use

method, which is a reliable guarantee for the success of the whole set of irrigation system; in the

highest place, turning and undulating terrain of the main pipeline of the irrigation system The

combined air valve is installed to exhaust and intake air when the system is on and off to protect

the system.

1.10 Ancillary building design

A. Pipe Channel

In the design of the project, the buried depth of the main pipe should not be less than

100cm, the buried depth of the branch pipe should not be less than 80cm, and the

width should be the outer diameter of the pipeline + 0.60m.

B. Valve well

A valve well is set on the main pipe of the irrigation system. The bottom of the valve

well is cast-in-place with C15 concrete, the shaft wall is built with 10 mortar, and the

cast-in-place C15 reinforced concrete well ring is 1.20 m in depth and 1.0 m in

diameter, and it is equipped with C20 reinforced concrete cast-in-place well cover with

a pressure rating of 10t.

C. Drainage well

A drainage well is set at the end or the lowest part of the main pipe of the

irrigation system. The bottom of the drainage well is paved with 0.2m thick sand gravel

layer. The wall of the well is constructed with M10 mortar and cast-in-place C15

reinforced concrete well ring with a depth of 1.20m and a diameter of 0.8m. A C20

reinforced concrete cast-in-place well cover is provided with a pressure rating of 10t.

D. Greenhouse head protection box

In order to protect the electromagnetic valve and other equipment from damage at the

head of the greenhouse, it is necessary to set a protection box. The protection box is

assembled by prefabricated parts, and the size is tentatively set as 0.5m * 0.5m * 0.4m.

The bottom of the protection box is paved with C15 cast-in-place concrete foundation

to ensure the structural stability.

E. Pipeline crossing protection

No matter the pipeline crosses the river or the road, steel casing must be used (the

thickness of the casing shall not be less than 4mm), and the crossing road shall be

buried in the ground not less than 120cm and compacted. If it is in the field, the main

road must be treated with concrete protective layer.

2. Recycling of nutrient solution

During the application of soilless cultivation facilities, there will be corresponding backwater after

irrigation, which can help us to judge the situation in the planting medium (rock wool, coconut

bran) and adjust our water and fertilizer formula. However, the matrix recycle can not be reused

without any disinfection treatment. According to the planting plan of the whole planting

greenhouse, it is planned to set up four backwater collection tanks in the center of the water

treatment system (different crops have different backwater conditions, so it is necessary to collect

and treat the backwater of single crop). For the problem of liquid return treatment, we provide two

sets of design ideas for reference.

Design idea 1: reuse the liquid after treatment. After passing through the filtration system, ozone

disinfection system and ultraviolet sterilization system, the water samples at each place are tested

(which can be sent to the local detection center) to measure the content of the remaining plant

nutrients in the water samples, such as nitrate nitrogen, ammonium nitrogen, potassium ion,

phosphorus ion, etc. After testing the content of each element in the water sample and the formula

of water and fertilizer, the agronomist calculated, adjusted the proportion of fertilizer, mixed into

new irrigation liquid.

Design idea 2: discharge the liquid after treatment. After passing through the filtration system,

ozone disinfection system and ultraviolet sterilization system, each

return liquid enters into the sewage treatment system (corresponding scheme shall

be provided in the later stage). After treatment, it can meet the local discharge

standard (local sewage discharge is required) for liquid return discharge.

20200910南非项目图纸.pdf


Page 38


ANNEXURE G:

SEWER TREATMENT PLANT DOCUMENTATION

50 Pax50

Proposal to : BVI

Proposal date : 12/09/2019

Project name : Atlantis Hydroponics Farm

Internal number : T3808

Contact person : Francois Greeff

Contact number : 083 633 0330

E-mail address : [email protected]

Prepared by : Stuart Napier

Be-Pac 30C

P a g e 2 | 9

INDEX

1) About Becon Watertech

2) Process description

3) Features

4) Quality Specifications

a. Influent Quality

b. Effluent Quality

c. Discharge Quality

5) Size & Power requirements

6) Offer

7) Inclusions

8) Exclusions

9) Validity

10) Lead Time

11) General Terms and Conditions

1) About Becon Watertech

Becon Watertech is part of the Tecroveer group which is a technology driven Company that

design processes and equipment, manufacture, install and commission world class turnkey

solutions for all Wastewater Treatment related industries.

Becon Watertech has been treating sewage and maintaining this process for over 40 Years on a

Design and Supply turnkey basis and as an Own Equipment Manufacturer (OEM).

During this period, more than 1,900 units have been installed in Africa and across the Indian Ocean

Islands to local & national government departments (including schools, hospitals, small towns and

developments, prisons, border posts, shopping malls, police stations, private estates, hotels and

holiday developments, private sector industrial locations, power stations and mining sites and

villages.

The Becon configured Bio-Filter domestic sewage treatment process is capable of producing

treated effluent quality that meets the South African General Authorization Standard as

prescribed in the South African National Water Act, No. 36 of 1998. We have added further

treatment on this quotation to ensure compliance with the DWS special limits.

P a g e 3 | 9

2) Process description

The Becon Watertech configuration is based on the Trickling Filter Process and deploys the

rotating biological contactor (RBC) derivative. The Becon Watertech process includes the

following process stages:

• Primary Phase Separation via septic tanks.

The septic tank allows for the gross removal of organic material by settlement and anaerobic

oxidation. The septic tank makes provision for the accumulation of this material and has

design features incorporated to ensure that this activity does not cause unnecessary

blockages across the tank.

• All septic tanks do require servicing and desludging at some stage since the rate of sludge

accumulation exceeds the slow growth rate of the anaerobic bacteria and hence their

capacity to break down organic material.

• The settled sewage from the septic tank is then discharged under gravity to the RBC stage

where further organic reduction and ammonia nitrification is achieved under aerobic

conditions. The aerobic conditions are achieved by the rotation of the discs, on which the

micro-organisms are attached and growing, at a low speed of approximately 3 to 4 RPM. The

Becon Watertech discs are manufactured from a polyurethane base and are 2m diameter

discs assembled onto a 60mm steel shaft. The discs are high density and impermeable, and

tend to float in the RBC basin, reducing the load imposed on the shaft. End bearings are

provided to secure the unit to the RBC basin. The energy requirement per rotor is 0.75kW and

each rotor contains around 130 discs, providing adequate surface area for the

corresponding organic load.

• A secondary settling tank, or humus tank, is required for the collection and removal of surplus

bacteria that is removed from the discs by the rotating action of the discs in and out of the

water. The Becon Watertech design utilises the standard Dortmund type tank for this

application. The collected humus is returned to the septic tank for anaerobic digestion,

eliminating the need for sludge drying beds on site. A small desludge pump of approximately

0.35kW is provided for this purpose.

o Since pathogenic bacteria are not removed by the micro-organism population generated

in any sewage treatment process by any adequate degree, a tertiary disinfection stage is

typically deployed to eliminate the potentially disease forming bacteria. Provision has been

made for disinfection (sodium hypochlorite dosage recommended).

Oxygen

P a g e 4 | 9

BECON BIO-FILTER ROTOR, COMPLETE

The rotary disc filter will comprise of a series of 2m diameter discs, fitted to a central shaft,

compressed between two spider arm configurations on either side of the shaft and suitably

drawn up to form a unit rotor construction. The rotor unit will be fitted into its own individual

shaft mounted drive. An adequate number of discs will be provided to meet the

corresponding sewage organic load.

a) Biological Discs

The biological discs shall be 2 meters in diameter x 10mm thick monolithically cast;

incorporating integrally cast reinforced hard plastic bosses which fit over the central shaft. The

discs shall be formed from polyurethane plastic material having a density of not less than 200

kg/m3 and shall be free of significant water absorbent properties (less than 5%). The discs will

be complete with integrally cast spacers to provide 15mm spacing between discs and to

ensure sustained compression of the discs on assembly. Loose, individual spacers and alternate

fastening of discs to each other and/or onto the shaft will not be accepted. This minimum

spacing between discs is deemed critical to support aerobic biological conditions across the

entire rotor.

The above ensures the most formidable compression to sustain effective rotation and action

of the rotating disc unit, against horizontal and vertical pressures that it is subjected to during

rotation and establishment of biomass on the disc surface.

b) Shafts

The rotor shafts will comprise of fabricated square profile mild steel shafts, suitably reinforced

and capable of withstanding the stresses experienced by forces on the rotors. Each shaft will

be fitted with high-grade axel-steel stub shafts at either end, and will be fitted with suitable

splash plates and compression nuts.

The shafts will be cleaned, primed and treated with two coats of high quality epoxy paint for

corrosion protection.

c) Spiders

The spiders comprising of two units per shaft will be fabricated from a 8mm mild steel

compression plate to which 50mm x 35mm galvanised mild steel spider arms are fitted. The

spiders will also be finished off with two coats of high quality epoxy paint.

d) Through Rods

Each rotor will be fitted with at least 24 x 12mm mild steel tensioning rods. The tension rods are

to be correctly adjusted together with the central compression nuts to ensure a solid rotor

construction and must be positioned through the cast spacers as provided by the disc.

e) Bearings

Each rotor will be mounted on one pair of self-aligning sealed type plumber block bearings

which will be mounted on the disc filter basin walls on mild steel bearing plates by means of

high tension foundation bolts cast into the walls. Grease application points will be provided.

P a g e 5 | 9

f) Drive Motors

Each rotor is to be fitted with a direct shaft mounted geared unit, driven by a flanged direct

drive electric motor. The geared motor is to be adequately rated to drive the disc rotor under

all operating conditions at approximately 3-4 rpm.

The drives are to be capable of operating on a 24 hour/day basis and should therefore be

rated for this duty cycle.

An adequate fastening torque plate to support the installed drive unit will be provided.

g) Rotor Covers

Each rotor shall be fitted with a semi-circular rotor cover consisting of a GRP unit complete with

lifting handles, where a cover is required.

ELECTRICAL CONTROL PANEL & EQUIPMENT

The plant will be supplied complete with a weather-proof electrical control panel,

accommodating all the control equipment for the plant.

This equipment comprises of the following:

a) Mains interlock able isolating switch.

b) A suitable direct-on-line starter for each individual motor unit, complete with inverse time-

overload, and anti-single-phase protection, and circuit breaker.

c) Pilot control circuits as required for the plant.

d) Emergency stop lock buttons at each RBC unit and isolating switches at each pump unit.

e) A level control float in the humus tank return pump sump.

The panel is to be fully wired and tested prior to dispatch and installation at site.

f) Single phase 230 VAC power supply POINT must however be supplied

3) Features

1) RBC plants are not affected by overloading, as the plant will readily remove the rate

percentage of organic matter from the system.

2) Bacteria attach themselves to the rotating discs and therefore cannot be washed out of

the system by flash floods or shock loads.

3) No daily de-sludging is required as in Activated Sludge Plants. Sludge is continuously

returned to the septic tank and this tank may only require to be de-sludged every 12-months

or longer.

4) RBC plants have separate sealed septic tanks to eliminate any smell or odour.

5) The capacity of the septic tank is designed in accordance with recommendations laid

down by the South African Institute of Water Pollution Control and the disc area rating

designed as specified by CSI

P a g e 6 | 9

4) Quality Specifications

a) Influent Quality The following list indicates the acceptable limits of determinates in influent sewage to be treated

in a Becon Watertech sewage treatment plant:

➢ Ammonia (as N): 40 mg/I

➢ Anionic surface active agents: 250 mg/I

➢ Chemical Oxygen Demand (Expressed as COD)<600mg/L

➢ Electrical conductivity not greater than: 350mS/m at 25°C

of mineral origin < 50 mg/I

➢ of vegetable/animal origin< 200 mg/I

➢ pH at 25°C ≥6 and ≤9

➢ Phenols (expressed as phenol) : 10 mg/I

➢ Substances not in solution including fat, oil, grease, waxes and like substances

➢ TKN 45 mg/l

b) Effluent Quality

The STP will deliver treated water that meets the requirements of DWA special limit

(Safe for release into the environment)

C) Discharge Quality

Substance / Parameter Limit

Faecal Coliforms (per 100 ml) 0

Chemical Oxygen Demand (mg/l) 30

PH 5.5 – 7.5

Ammonia (ionised and un-ionised) as Nitrogen )mg/l) 1

Nitrate/Nitrite as Nitrogen (mg/l) 1.5

Chloride as Free Chloride (mg/l) 0.25

Suspended Solids (mg/l) 10

Electrical Conductivity (mS/m) 52.5 Above intake

to a maximum of

150

Ortho-Phosphate as phosphorous (mg/l) 1

Fluoride (mg/l) 1

Soap, oil or grease (mg/l) 0

Dissolved Arsenic (mg/l) 0.1

Dissolved Cadmium (mg/l) 0.05

Dissolved Chromium (VI) (mg/l) 0.05

Dissolved Copper (mg/l) 0.02

Dissolved Cyanide (mg/l) 0.5

Dissolved Iron (mg/l) 0.3

Dissolved Lead (mg/l) 0.1

Dissolved Manganese (mg/l) 0.1

Mercury and its compounds (mg/l) 0.02

Dissolved Selenium (mg/l) 0.05

Dissolved Zinc (mg/l) 0.3

Boron (mg/l) 0.5

P a g e 7 | 9

5) Size and Power Requirements

Plant Treatment

Volume

kl/day

Organic

Load BOD

kg

No Of

Rotors

Population

Equivalent @

200L/p/day

Power

required

Be-Pac

30 C

30 kl/d 9 1 150 0.75 kW

6) Offer

Our standard units that comprise of civil works for the septic tank units, rotor basins and secondary humus

settling tanks, together with associated M&E package that comprises of the rotor units, each rotor unit

complete with 130 discs assembled onto a 60mm shaft with a 380V geared motor drive, end bearings and

canopy, electrical control panel, internal humus tank equipment, desludge pump and chlorine dispensing

unit.

Our pricing is summarized below. We offer our standard WWTW with modifications to comply with the special

limits standards as specified in the RFQ. We have increased the size of the septic tank in the civil BOQ, added

enzyme & ferric dosing. We have added an additional denitrification recycle. The final effluent is to be

pumped through a CONNS automated sand filter assembly to bring the suspended solids down.

The generator quoted is a 5kVa single phase, with auto start.

Description M&E Civil Estimate Total

Be-Pac 30C R 609 900.00 R 482 834.00 R 1 092 734.00

Fat Trap R 72 000.00 R 72 0000.00

3 months samples R 4 500.00 R 4 500.00

Generator 5kVa R 35 293.00 R 35 293.00

TOTAL R1 204 527.00

It is recommended to obtain local civil works rates for accuracy, as Becon Watertech cannot offer to

undertake the civil works for this project. Becon Watertech has made our standard Bill of Quantities available

for this purpose.

The civil layout can be configured in modules that can fit population growth phases if applicable. These

projections will need to be shared with us in order to configure the treatment options per phase.

Costs include for the preparation of layout and civil construction drawings to our M&E specifications.

7) Inclusions:

• Commissioning

• Delivery

• Installation

• Training

8) Exclusions

• VAT

P a g e 8 | 9

9) Validity

• Prices are valid for 90 days.

• Even though the quote may be accepted within this period, due to the volatility in raw material prices,

we may adjust our base rates to the date of manufacture/delivery.

10) Lead Time (Excluding standard non-working days and contractor’s annual shut down)

• GA drawings 2 - 3 weeks post formal order.

• Detailed manufacturing drawings 3 - 6 weeks.

• Procurement & Manufacturing 4 - 6 weeks subject to availability of materials.

• Installation & commissioning 1 - 2 weeks subject project loading at the time of approval

Delivery will only commence once the employer has certified that the site is ready for installation in terms

of all the interfacing on site, access to site & specific areas of work, as-build drawings / measurements of

structures confirmed, availability of electricity and other services that might be required.

11) General Terms and Conditions

A) Payment Terms

• Full payment will be required for the following portions:

➢ 50 % on order

➢ 40 % prior delivery

➢ 10 % Commissioning

• On placement of the order, it may be required that an agreement be signed with the employer to

directly pay Becon Watertech, alternatively a Bank Issued payment guarantee (Letter of Credit) from

a reputable institution to the full value of the contract to be supplied to Becon Watertech.

B) Ownership & Access to site

• All equipment remains the property of Becon Watertech until fully paid.

• We reserve the right to have access to site, at any time where our equipment is located or stored.

C) Orders

• The only acceptable manner is an official purchase order, on a company letterhead signed by an

authorised signatory of the company. VAT and & Company registrations are required.

D) Cancellation

• Order cancellation or variation will not be considered without written consent from a Becon

Watertech Authorised Signatory.

• In the event of equipment being manufactured or already completed for a specific order, the

employer will be liable to pay the portion of the price according to the stage of completion of the

equipment ordered.

E) Installation & Commissioning

P a g e 9 | 9

• Adequate access to alongside the installation site for the crane and its transport vehicle must be

provided.

• Any additional site visits caused by circumstances beyond our control, stand time due to weather

elements, access or structures not being ready, inaccurate measurements on as build drawings,

delays in commissioning and others will be for the cost of the employer.

• The 12 month Defects Liability period will commence on completion of installation of equipment.

F) Surety Bond & Guarantee

• A Surety Bond of 10% can be provided for the agreed contract amount, at an additional cost, if not

specifically requested with the original request.

• All Becon Watertech equipment carries a 12 month limited warranty from the date of delivery.

• This guarantee would become null and void if the plant is not commissioned/operated and/or

maintained in accordance with our instructions during the maintenance period.

• Maintenance checks must be done in accordance with the operating and maintenance manuals

and proof of this must be documented. This service can be provided by Becon Watertech at an

additional cost to the contract.

G) Proprietary equipment, Price & Technical Information

• Becon Watertech equipment, datasheets and drawings my neither be modified nor copied in any

manner whatsoever.

• This offer & its supporting documents may not be shared with third parties without the written

permission from a Becon Watertech Authorised Signatory.

• This offer & its supporting documents are valid for the addressee of this document only.

We trust the above meets your approval and look forward to your instruction in this regard.

Yours sincerely,

Stuart Napier

For: Becon Watertech

Documents

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