1

Roadway Classification Design Speed

(km/h)

Posted Speed

(km/h)

Collector 70 60

Local road 50 40

7. INFRASTRUCTURE AND UTILITIES 7.1 INTRODUCTION

The development site, named the Villa Development , Umm Al Daman in Alain Road, Dubai, is to become a

low density residential community within Mirras land, south-west of the Al Ain Dubai Road opposite of Dubai

Outlet mall. The project site is comprised of an area of 122045 Sq.m / 3.45 Hectares), and is located within the

Al Ain Dubai Road,

7.2 BACKGROUND The infrastructure assumptions have been built based on the information provided by the data collected from the

concerned authorities, our assumptions have been built.

The Infrastructure Master Plan for the Villa Project uses basic criteria and method of calculations that are used

in many other Dubai residential developments.

Infrastructure development is based primarily on the existing Dubai Municipality (DM), Dubai Electrical and

Water Authority, RTA, Civil Defines, Du & Etisalat and Dubai concerned Authorities Standards, Specifications

and Guidelines.

A dedicated services corridor for each infrastructure utility is provided, ensuring minimal conflict with other

services and easy facilitation for the utilities house connections. Location of the proposed tapping connections is

determined based on the approved option of the proposed Master Plan, all to the in compliance to the maximum

with DM & RTA Right Of Way (ROW) standard.

7.3 ROAD NETWORK

The geometric design criteria govern the minimum parameters that are used in developing the detailed horizontal

and vertical design. Design speed is selected to match the roads hierarchy the higher the type of road, the

higher the design speed that needs to be maintained.

Design speed is the main factor, affecting all other design parameters. The road alignment shall be designed so

as to ensure that standards of alignment, visibility and super-elevation are consistent with selected design speed.

Being a purely residential development speeds will be restricted and kept to minimum to maintain safety and

create a residential environment.

The road classifications and design speeds proposed for this project are given in Table

Road Classification and Design Speeds (DM)

DESIGN BASIS AND PARAMETERS

Design Vehicle:

The design vehicle for collector roads is the AASHTO Bus Single 12.1 meters in length and for local roads is

the AASHTO Single Unit Truck 9.1 meter in length.

Sight Distance:

Stopping Sight Distance (SSD) is the distance required by the driver of a vehicle traveling at a given speed to

bring his vehicle to a complete stop after an object on the carriageway becomes visible.

Passing Sight Distance (PSD) is the minimum sight distance that must be available to enable the driver of one

vehicle to pass another vehicle safely and comfortably.

Values for SSD and PSD for a given Design speed are shown in following Table

Stopping Sight Distance and Full Overtaking Sight Distance (Geometric Design Manual for Dubai Roads GDMDR)

Design Speed

(km/h)

SSD (m)

PSD (m)

70 110 280

50 65 455

Horizontal Alignment:

Based on the design speed and limiting super-elevation rates of each category of roadway, the minimum radii

will be fixed. The minimum curve radius that will be adopted for each road classification depending on the

design speed is given below

2

Road Design Speed

(km/h)

Minimum Curve Radius

(m)

Collector 70 215

Local Access 50 100

Road Design Speed

(km/h)

Max. Grade

(%)

Collector 70 6

Local Access 50 10

Design Speed

(km/h)

K values GDMDR

Crest Curves Sag Curves

70 30 25

50 4 9

Recommended Horizontal Curve Criteria (AASHTO 2011)

Vertical Alignment:

Vertical alignment consists of a series of grades connected by parabolic vertical curves. It is used to establish

elevations for all roadway features. The criteria for the proposed design grades are in accordance with the DM

Geometric Design Manual and AASHTO. The proposed gradients for each roadway are as shown in the Table

below.

AASHTO and GDMDR provide guidance on minimum grade and 0.3% as practical minimum where the road is

kerbed.

Vertical curves shall be parabolic and provided at changes in gradient greater than or equal to 0.5%. To ensure

adequate visibility at crest and sag curve locations, vertical curves shall be provided based on the requirements

provided in the DM Geometric Design Manual and AASHTO.

Cross Slope The cross slope of carriageway is 2.0%, Parking lane is 2.0%. For local roads, one sided cross slope is provided

to lessen the number of gullies and manholes

Parking Arrangement:

Parallel parking spaces are to be provided on all the local roads to allow for visitors of the development to have

a proper and safe parking. Parking will be delineated with drop curb to give the look and feel of separation

between parking and the carriageway.

Pavement Markings and Traffic Signs

Pavement marking and traffic signs are an essential provision which act as a means of communication between

the road and driver. The Pavement marking and traffic signs (Information, regulatory and warning signs)

will be provided at appropriate locations, as per the Dubai Traffic Control Device Manual.

Pavement Type: The pavement structure will be designed following the AASHTO GUIDE FOR DESIGN OF PAVEMENT

STRUCTURES and in accordance with the RTA Design Standards. The design of the flexible pavement

structure shall recognize the following factors:

Traffic Volumes

Materials of Construction

Drainage

Reliability

Performance

The pavement type for all the roads will be asphalt however parking will be interlock tiles for easy

maintenance of utilities underneath.

Design Standards/Codes:

RTA Geometric Design Manual (GDM)

Dubai Traffic Calming Manual

American Association of State Highway and Transportation Officials (AASHTO)

AASHTO Guide for Design of Pavement Structures

American Interlocking Concrete Pavement Institute (ICPI Tech Spec 4)

Road Hierarchy:

The road network consists of mainly 2 type of roads based on ROW

Type 1 : 36.6 m ROW Collector Road

Type 2: 15.25m ROW Local Road

3

7.3.1 ROAD HIERARCHY

4

7.3.2 ROAD CROSS SECTION MARKER LAYOUT

5

7.3.3 ROAD TYPICAL CROSS SECTION

6

7.4 POTABLE WATER NETWORK INTRODUCTION

Existing 900 mm portable water pipeline located along the Al Ain road on the southern side of the development

will be the main DEWA tie-in point.

DESIGN PARAMETER: Water Demand

The Potable Water network design will be based on the fully developed project. The Dubais typical

design standards as supplied by DEWA will be used as the primary basis for the design for this project.

Water Consumption rate for various facilities in this project will be assumed as follows for the

purpose of calculating the water demand:

Total Population Water Demand Average Daily

Demand

LAND

USE Residents Workers Visitors/ Students

Residents Workers Visitors/ Students

Nos. m3/day

Residential 2,340 819.00 819

Mosque 2 60 0.12 2.4 3

Commercial 5 40 0.35 1.6 2

Total 2,340 7 100 819 0.47 4 823

Peak Factor:

A peak factor of 1.25 shall be adopted for seasonal daily water demand fluctuation in accordance

with DEWA design guidelines (a peak factor; in the range between 1.25 and 1.5). Higher peak factor is

not anticipated as any hourly fluctuation in the water demand will be covered by the available 24 hours

storage within each building.

Hours of Supply

The water supply system was designed considering an average daily demand supply for 24 hours.

Storage Tanks

Due to DEWA requirements, one day average daily demand to be stored at each individual plot is required

to provide a storage tank to pressure to all levels within each villa/ building should be used while

designing for the network in order to accommodate the daily variation in demand.

Hydraulic Design:

Hydraulic design will be based on the Hazen- Williams formula:

Q= 0.278CD

2.63 S

0.54

Where:

Q = Flow rate (m3/s) C = Hazen- Williams coefficient D = Internal pipe diameter (m)

S = Slope of energy grade line (m/m)

DEWA Demand Range (Liter/capita/day)

Consumption Rates Used (Liter/capita/day)

Category

Residents Workers Visitors Residents Workers Visitors

Residential 250 - 350 350

Retail 60 - 80 70 40

Exhibition / Recreation

100 100

Community Facility

60-80 14 40 70 30

Mosque 10 - 60 10 60 60 40

Utilities 10 - 60 40

7

Minimum Pressure:

A pressure of 1 bar shall be accepted as a minimum delivery pressure at the boundary of the individual

property to ensure water supply to the ground level or underground storage tanks for each property. The

criterion of minimum pressure of 1 bar in the distribution system at highest point of the water supply

scheme is recommended by DEWA.

Maximum Velocity:

The maximum velocity of water in the distribution pipelines shall not exceed 1m/s and in Transmission

pipe line shall not exceed 1.5m/s as per DEWA standard and specifications

Pipe Materials:

Glass fiber Reinforced Epoxy (GRE) pipes shall be used for the distribution mains for the water

supply network in compliance with latest DEWA (WD) Technical Specifications and approve

Valves:

Isolation valves shall be installed at different strategic points to ensure uninterrupted supply of water and to provide flexible operation and easy maintenance.

Gate valves shall be in accordance with BS Cods and will be provided at all branch lines for the purpose of isolation and easy maintenance.

Air release valves- shall be installed at summit points in the pipelines.

Blow- off (wash- out) valves shall be provided at low points (sag) in the pipelines.

Thrust Blocks

Thrust blocks must be provided at all pipes tees, bends, junction, reducers, end caps and valves.

Water Meters:

The secondary system shall be provided with appropriately sized water meters. All service connections shall be metered based on DEWA-W regulation and procedure.

8

4.2 EXISTING POTABLE WATER NETWORK

9

7.4.3 PROPOSED POTABLE WATER NETWORK

10

7.5 IRRIGATION WATER SYSTEM

INTRODUCTION

The landscape design is expected to comprise of various ornamental plant species as grass, ground cover, hedges,

shrubs, trees and palm. The irrigation network will be designed to convey the required TSE demand of all landscape

areas within the project.

DESIGN STRATEGY

The network is a separate system that serves only the irrigation activities within Villa Development project. The

Irrigation network is designed to serve all the green areas within the development, open space areas and soft cape

areas within ROW. Irrigation Water Tank of a capacity of two day demand will be allocated within the project

along with pumping station. The irrigation tank will be supplied via 160mm diameter uPVC pipeline from the TSE

network on the north side of the project. TSE will be pumped from the tank to the internal and shallow irrigation

networks. will connect to the Proposed TSE tank, if the irrigation water demand is more than the TSE generating

from the proposed Package Sewerage Treatment Plant (STP). The design will consider to connect from the existing

DM irrigation line from the southern side of the development

DESIGN CRITERIA The irrigation network will design based on the water requirement for the plantation shall be as follows:

Palm trees ...................... 227 lit/day

Ornamental trees ............ 100-120 lit/day

Grass................................ 15 lit/m2/day

Shrubs & hedges.............. 25 lit/day

Ground covers, Flowers & creepers 15 lit/m2/day

HYDRAULIC DESIGN:

The hydraulic design of the irrigation network is based on Hazen Williams formula:

Q= 0.278C D^ 2.63 S^ 0.54

Where:

Q = Flow rate (m3/s)

C = Hazen- Williams coefficient

D = Internal pipe diameter (m)

S = Slope of energy grade line (m/m)

PIPE MATERIAL:

Pipe materials will be as follows:

For sizes up to 6 uPVC pipes with pressure ratings not less than 15 bar shall be used.

All uPVC pipes passing through ducts shall be solvent weld joints.

For sizes 8 and above; GRP pipes with 15 bar pressure ratings shall be used

11

7.5.1 ESTIMATED IRRIGATION DEMAND

12

7.5.1 EXISTING IRRIGATION NETWORK

13

7.5.2 PROPOSED IRRIGATION NETWORK

14

7.6 FIRE FIGHTING SYSTEM INTRODUCTION

As per Dubai Civil Defense requirements the fire network within v i l l a Development Al Ain road p ro j ect

assumed to be design and operated based on a separate network with separate fire tank and pump room as

per Civil Defense regulations and specifications UAE Fire & Life Safety Code of Practice -2011 Edition.

DESIGN STRATEGY Infrastructure firefighting network is designed to serve fire hydrant pillars installed within the ROWS's.

Buildings firefighting system is a separate system and will not feed from a proposed infrastructure

firefighting tank and pump room. The firefighting is designed as a ring / loop system. The external

firefighting system for theVilla Development in Al Ain Road project will be designed in accordance with the

requirements of Civil Defense and NFPA relevant standards,( NFPA standards were used as general guidelines

system). Control valves are properly located throughout the network of Ductile Iron piping network in order

to secure convenience during maintenance, operation and shutdowns.. Air release valves are installed at all high

points and washout valves at all low points for line flushing. Pillar type fire hydrants are adequately spaced in

accordance with occupancy classification and Civil Defense requirements.

HYDRAULIC DESIGN:

The hydraulic design of the irrigation network is based on Hazen Williams formula: Q=

0.278C D^ 2.63

S^ 0.54

Where:

Q = Flow rate (m3/s)

C = Hazen- Williams coefficient D

= Internal pipe diameter (m)

S = Slope of energy grade line (m/m)

Hazen-Williams pipe roughness confident is considered as 130 for Ductile Iron pipes and 140 for

Polyethylene pipes.

The pipelines will be designed on velocity of water not exceeding 1.0 m/s.

Min. flow rate for any public fire hydrant shall be 500 gallons per Minute (1900 LPM ) ( 250

GPM/outlet,950LPM/outlet).

Two numbers of public fire hydrants shall be considered for hydraulic demand calculation, thus

reaching the total flow requirement to 1000 Gallons per Minute (3800LPM).

Minimum Pressure required at most remote hydrant shall be 6.9 bars. FIRE WATER TANK AND PUMP ROOM:

The fire water tank shall be designed as per Civil Defense regulation and in accordance with

NFPA 22 in all respects.

Fire water tank shall be constructed in two equal compartments or in two interconnected tanks to allow periodic cleaning and maintenance works of each component.

The volume of total effective fire water storage shall be enough to cater the pumping demand of not

less than 60 minutes of fire pump set capacity and will be not less than 460 m3.

The fire water tank shall be provided with filling connection directly from DEWA line with a float

operated valve for automatic refilling. The tanks shall be provided with drain arrangement, overflow

connection, level indicators low level switch, and other necessary accessories.

The firefighting Tank and pump room will be accommodated in the allocated utilities hub in plot 1,

as shown in the attached master plan.

PIPE MATERIALS:

Pipe material shall be approved by civil defense and shall confirm to manufacturing standards as per

Table 2.1 and Table 2.2 UAE Fire & Life Safety Code of Practice -2011 Edition.

Pipes shall be HDPE as per Dubai Civil Defense requirements to suit the water used for fire protection.

Thrust blocks must be provided at all pipes tees , bends, junction, reducers, end caps and valves.

VALVES:

Isolation valves shall be installed at different strategic points to retain the flexibility of the

operation and maintenance.

Gate valves will provide at all branch lines for the purpose of isolation and easy maintenance.

Air release valves- shall be installed at summit points in the pipelines.

Blow- off (wash- out) valves shall be provided at low points (sag) in the pipelines.

ABOVE GROUND FIRE HYDRANT:-

Pillar Type Fire Hydrant shall confirm to AWWA C502 and shall be UL listed, and approved by Civil

Defense. The hydrant upper baler above grade shall be provided with two (2) 2.5 inch size valve

outlets conforming to BS 336, instantaneous, female with cap & chain and one (1) pumper connection

4 inch size, round, male thread, conforming to BS 336 with Cap & chain. The lower barrel below grade

shall be provided with a valve and a stem extending to the top of the pillar hydrant with an operating

nut screw. The barrel shall be provided with a breakable flange.

Hydrant shall be approved type and have not less than a 6 in diameter connection with the mains.

Max. Spacing between public hydrants along public roads shall be not more than 100 m.

Number, location and spacing of hydrants will be approved by Civil Defense Departments.

Hydrants shall be located not less than 40 ft (12.2 m) from the buildings to be protected

15

7.6.1 PROPOSED FIRE FIGHTING NETWORK

16

7.7 FOUL WATER AND SEWERAGE SYSTEM

INTRODUCTION

There is no existing sewage network in the vicinity of the project. Therefore, there is a need for a temporary

Sewage Treatment Plant (STP) on-site to cater for sewage treatment. This STP shall be temporary and is designed

for the ultimate flow with no spare capacity. FOUL WATER SYSTEM STRATEGY

The design strategy adopted for this project is to provide gravity sewers system that has manholes of 6 meters

maximum depth, in order to avoid lifting stations as much as possible. Our proposal i s to provide shallow

connection point for each plot, as most of the plots are villas, and then connect to the main network. Our utility

corridor however, has been structured in a way that can cater any new requirements by the concerned different

authorities.

GENERATED SEWAGE EFFLUENT

Population: The population of the development is 2340 residents, 7 workers and 100

visitors.

Peaking Factor: The peaking factor used in municipal projects in Dubai is a variation of the

commonly used

Babbitt formula:

PF = 4.25 x P -1/6

Where P is the population equivalent in thousands

WASTEWATER GENERATION RATES

The waste water generation rates used and the sewage flow generated based on DM Design

guidelines are shown below.

Wastewater Generation Rate

Consumer Average Daily Generation in liters/

Capita

Residents 300

Commercial/Retail staff 50

Visitors 30

Worker 50

Recreation Facility Users 95

School 50

Wastewater Generation

Plot Total Population Sewage Generated Average

Sewage

Area no. Residents Workers Visitors/

Students Residents Workers Visitors/

Students Generation

Nos. m3/day

Residential 2,340 702.00 702

Mosque 2 60 0.10 1.80 2

Commercial 5 40 0.25 1.20 1

Total 2,340 7 100 702 0.35 3.00 705

VELOCITY:

Self-Cleansing Velocity

To provide a self-cleansing regime within gravity sewers, the minimum velocity shall be above 0.75 m/s at

peak flow.

Non-Scouring Velocity

The maximum mean velocity shall not exceed 3 m/s at the design depth of flow.

DEPTH OF FLOW

As per Dubai Municipality Design Criteria, the depth of flow will be as per the below table

Maximum pipe percentage full in sewer pipes.

Description

Maximum d/D

Minimum d/D

Trunk sewer lines 0.75 0.50

Main and lateral sewer lines 0.85 0.50

d/D is the ratio of flow depth to (d) to nominal pipe diameter (D).

a. Minimum flow shall be considered to avoid sedimentation.

b. Maximum flow shall be clear sedimentation

17

HYDRAULIC DESIGN EQUATION

Design of Sewer shall be based on equations such as Colebrook-White: V = (

2gDS)^0.5 log [Ks/3.7D + 2.51v /D ( 2gDS)^0.5 ]

Where

V = velocity ( m/sec

G = gravitational acceleration (m/s2) = 9.81 m/s2

D = pipe diameter ( m)

S = hydraulic gradient (m/m)

Ks = Linear measure of effective roughness = 0.6 mm

V = Kinematics viscosity of fluid (m /s) = 1 m /s

PIPE MATERIAL

The pipe material will be UPVC for the pipe up to 300 mm diameter and GRP for the pipes greater than 300

mm Diameter.

DESIGN OF MANHOLES

The Design of manholes is as per the standards of:

DM. specifications and guidelines.

TYPES

Refer to standard drawings which will be as per DM standards

SEWAGE TREATMENT PLANT (STP)

STP is temporary till the tie-in connection provided by DM is constructed. The capacity of the STP shall be

determined during detailed design stage. No spare capacity shall be considered. For future the network shall be

connected to the DMs main network, which shall make the STP obsolete. An Odor control system shall be

provided to ensure that obnoxious gases and odors are in concentration lower than the detection level. DM design

criteria shall be used for design of STP. Treated Sewage Effluent (TSE) shall be used for Irrigation purpose.

The proposed STP is located at the South East of the site. The general layout for the proposed sewerage network

and the STP is presented in the below drawing..

18

7.7.3 PROPOSED SEWERAGE NETWORK

19

7.8 STORM WATER DRAINAGE SYSTEM

STORM WATER DRAINAGE SYSTEM STRATEGY

Since the project is located in an undeveloped area, there is no existing DM. drainage network within the vicinity

of the project. The proposed drainage catchment considers all the post development area to be

drained/discharged to the proposed drainage system that will be local drainage system as temporary till the DM

construct the main drainage.

The local drainage system is designed in such a way as to provide for significant volumes of water retention as

well as discharge through infiltration cells/soakaways.

SYSTEM DESIGN:

On examining the topography of the land, the directions of the discharge of the runoff have been

assessed. A conceptual layout of the storm main is presented below.

Rainfall Intensity: As per DM criteria, rainfall intensity is 36.69mm in 90 minutes (24.46 mm/hr.) for return period of 10 years

and 30 mm in 90 minutes (20 mm/hr.), for return period of 5 years. The 5 years storm return period is used for all

local drainage facilities in all local projects in Dubai.

Clearance Time: As per DM design criteria, system clear time refers to an amount of time after a storm event ends which is

required to remove storm water volume from catchments area. This time has been set to minimize commercial

impacts and to protect the public. This clear time philosophy is used to size the pipe only.

Peak Runoff Flow: Peak flow is estimated by using the Rational Method Formula:

Q=2.78CIA

Where

Q peak runoff rate in l/sec.

C runoff coefficient

I rainfall intensity in mm/hr

A catchments area in ha.

Hydraulic Design:

This is based on the Colebrook- White Formula as follows:

V=-2[(2gDS)log{ks/3.7D+2.51v/D(2gDS)1/2}]1/2

Where:

V velocity in m/s

G gravitational acceleration in m/s2

D pipe internal diameter in m

S hydraulic gradient in m/m

Ks roughness coefficient in m

V kinematic viscosity of fluid in m2/s

Run Off Coefficient C:

Asphalt Brick- Tile Roof 0.75 Sandy soil - Clay soil soft cape 0.2

Clear Times

As per DM regulation and recommendation the clear time is 4 hours.

Max. & Min. velocity:

Maximum and Minimum velocities in Drainage Pipes

Pipe Description Minimum (m/s) Maximum (m/s)

Gravity line 0.75 2.5

Pressure line 1.0 3.0

PIPE MATERIALS:

As per DM regulations, Drainage pipes should be uPVC. The minimum pipe size permissible on

drainage projects is 250 mm GULLY TYPES:

Kerb inlet gullies will be used in the drainage system to intercept runoff.

MANHOLES:

Manholes in the drainage system will be installed in accordance with the following design criteria:

Maximum spacing: 100 m

Minimum manhole lower shaft diameter: 1200 mm

Maximum manhole lower shaft diameter: 2400 mm

20

Drainage Storage Facilities

This Drainage Storage Facilities is provided under the green areas so that the generated volume will dissipate

through the proposed cells.

The storage facilities for all catchments will consider the generated volume from 1 in 50 year Storm

as recognized by the Dubai Municipality .These facilities will occupy the green area and will be placed near the

sidewalks with a max. of 6m width and depth of max. 3.1m, the infiltration rate will be considered to ensure that

all the generated volume from 1 in 5 years Storm will dissipate for the duration of 24 hours.

21

7.8.2 PROPOSED STORM NETWORK

22

7.9 TELECOMMUNICATION SYSTEM

DESIGN CRITERIA:

Telecommunications play a vital role in the profitable operation of todays business. The term telecommunications encompasses all the services that a modern forward thinking communications service provider will provide within the villas/ buildings.

The existing telecommunication system in vicinity of the project from du or Etisalat will be tapped as the main

carrier of telephone facilities in the development. Other telecommunication systems like satellite connections;

Ethernet etc. will also be considered and carefully studied.

Various systems can be considered such as voice, data and entertainment of the project. The preferred final

infrastructure solution will depend to some degree on those systems to be implemented.

Cross development transmission can be achieved using either separate transmission networks for each user

system, or combine all transmission into a single Ethernet network. For multiple transmission systems,

each system can use its own cable or be allocated fibers within a commonly used cable.

The recommended solution for the duct infrastructure is to provide ducting network to be used by all cable

systems, whichever cabling solution is adopted as du or Etisalat the primary lead provider has the ownership

of the ducts.

Requirement of providing GSM services within the facility or utilizing the service from the existing one in

proximity of the site will be examined in liaise with du and Etisalat.

INFRASTRUCTURE REQUIREMENTS:

For single network option, the duct infrastructure requirements are relatively simple. Every building that

may require some communication service needs to be provided with the entry ducts, giving access to the overall

development duct network.

DUCT INFRASTRUCTURE:

This would allow the duct network to be designed in advance of the actual network design, after studying

and defining the cabling solution. A main duct backbone ring will be required around the development

(providing a level of diversity in the event of cable/ equipment failure), with each building within the facility

requiring any form of communications connected into the backbone. The table below will show the entry ducts

for building category as per DU and Etisalat design guidelines:

Table (Entry Ducts as per Buildings Category)

CABLE INFRASTRUCTURE: The backbone of the network would be a fiber ring around the facility, with the nodes connected with

standard fiber cables. Fixed links would also be provided to distribution nodes. From the distribution nodes,

blown fiber tubing would be installed into each building, leaving the flexibility to install the required type

of fiber as services are required.

Building Category

FOC Cable Calculation

Building

2 core FOC for every Villa

Retails / Commercial

2 core FOC & 6 pair CAT3

copper per 500 sqm

Table (FOC Cable Calculation)

23

7.9.1 ESTIMATED TELECOMMUNICATION DEMAND

24

7.9.2 PROPOSED TELECOMMUNICATION NETWORK

25

7.10 ELECTRICAL NETWORK

DESIGN CRITERIA AND PARAMETERS:

The Electrical network design will be based on the fully developed parcels for Villa Development Project.

The Dubais typical design standards as supplied by DEWA and other standard engineering practices in the Middle East will

be used as the primary basis for the design for this project.

Coordination with the local authorities will be conducted on a regular basis for them to provide the primary power connection

to the substation transformers provided and installed in the facility. For this purpose total connected load will be calculated

based on the different buildings (residential and commercial) and approval for the master plan load parcels and 11kv corridor

from DEWA will be taken, all based on DEWA (E) requirements for the LV and the 11 KV requirements for corridor and to

the basic compliance to RTA & DM typical standard for the road cross section and right of way.

POWER SOURCE:

An existing DEWA 132 KV substation on the northern side of Villa development project is proposed to serve the project area

subject to DEWA approval - with 11 KV cables network between the substations within parcels area and LV (415V) network

from substations to the individual villa components, final routing, size and material of these cables will be coordinated with

and fixed on approval from DEWA. The estimated load is 19.1 MW, approximately 23 No: of 1000 KVA transformers can

serve the demand for the project.

STAND BY GENERATOR:

Villa Development ,Umm Al Daman project is a social housing residential development ,hence a 150 KVA Standby

generator is proposed as backup for STP & Irrigation.

26

7.10.1 ESTIMATED ELECTRICAL LOAD

27

7.10.2 EXISTING ELECTRICAL NETWORK

28

7.10.3 PROPOSED HV AND LV CORRIDORS

29

7.11 PROPOSED UTILITY HUB