Qatar Economic Zone 1 Infrastructure and Utility Documents Preliminary Engineering Design Phase 1 December 2014 ____________________________________________________________________________________________________________________________________________________________________________ Document No 2662-AECOM-RT-00GE-0290 rev. 01 Page 1 CONCEPT MASTER PLAN: WASTE MANAGEMENT PLAN December 2013 PRELIMINARY ENGINEERING DESIGN: ROADS, INFRASTRUCTURE AND UTILITY DOCUMENTS QEZ -1 (PHASE 1) Revision 01 DECEMBER 2014
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Qatar Economic Zone 1Infrastructure and Utility Documents Preliminary Engineering Design Phase 1
December 2014____________________________________________________________________________________________________________________________________________________________________________
Document No 2662-AECOM-RT-00GE-0290 rev. 01 Page 1
CONCEPT MASTER PLAN:WASTE MANAGEMENT PLAN
December 2013 PRELIMINARY ENGINEERING DESIGN:ROADS, INFRASTRUCTURE AND UTILITY DOCUMENTS
QEZ -1 (PHASE 1)Revision 01
DECEMBER 2014
Qatar Economic Zone 1Infrastructure and Utility Documents Preliminary Engineering Design Phase 1
December 2014____________________________________________________________________________________________________________________________________________________________________________
Document No 2662-AECOM-RT-00GE-0290 rev. 01 Page 2
MASTER PLANNING & ENGINEERING CONSULTANCY SERVICES FOR QATAR ECONOMIC ZONE 1
Preliminary Engineering: Infrastructure and Utility Documents
Job Title Associate Director Engineering Manager Director
Signature
Date 21.12.2014 21.12.2014 21.12.2014
Controlled Copy No: 1 * Copy Issued to: ASTAD
* This document is a controlled copy when the Holder’s name is in RED INK
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1.2 PURPOSE OF THE REPORT ...................................................................................................................................... 10
1.3 STRUCTURE OF THE REPORT ................................................................................................................................. 11
1.4 BASIS OF DESIGN ................................................................................................................................................. 11
3.3 EXISTING UTILITIES ON QEZ-1 LAND ................................................................................................................... 18
3.8 HIGH SPEED RAIL LINK ........................................................................................................................................ 19
3.9 QATAR RAIL - IMPACT ON ACCESS AND ROW DUE TO PIER LOCATIONS ................................................................ 19
3.10 EAST - WEST EXPRESSWAY CORRIDOR ............................................................................................................... 19
3.11 QATAR PETROLEUM NATURAL GAS ................................................................................................................... 19
4.0 EARTHWORKS PACKAGE / GRADING PLAN ................................................................................................... 19
5.3 DESIGN AND CONSTRUCTION INTERFACE BETWEEN PHASE 1 AND PHASE 2 ............................................................ 21
5.4 TEMPORARY ACCESS TO QEZ-1 PHASE 1 .............................................................................................................. 21
5.5 LIMIT OF WORKS TO ACCOMMODATE THE MAIN INTERCHANGE ............................................................................ 21
5.6 RIGHT OF WAY (ROW) ........................................................................................................................................ 21
5.7.1 Plot Connections and Developer Flexibility ................................................................................................ 22
5.7.2 Standard Plots ............................................................................................................................................ 22
5.7.3 Super Plots ................................................................................................................................................. 22
6.6.1 District Distributor Roads ........................................................................................................................... 27
6.6.2 Local Distributor (32 m Corridor) ............................................................................................................... 27
6.6.3 Local Distributor (24 m Corridor) ............................................................................................................... 27
6.7 GEOMETRIC DESIGN ELEMENTS ........................................................................................................................... 28
6.7.1 General ...................................................................................................................................................... 28
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7.2.2 Site Storage ................................................................................................................................................ 34
7.3.3 Proposed System and Tie-in Points ............................................................................................................. 35
7.3.4 Service Connections ................................................................................................................................... 35
7.3.5 Residual Pressure and Allowable System Velocities .................................................................................... 357.3.6 Pipe Materials and Pressure Class ............................................................................................................... 36
7.3.11 Service Corridor ....................................................................................................................................... 36
7.3.15 Hydraulic Calculations and Head Loss ...................................................................................................... 36
7.4 BASIS OF FIRE FIGHTING SYSTEM ......................................................................................................................... 37
7.4.1 Source of Information for the Fire Fighting Strategy.................................................................................... 37
7.4.2 Fire Hydrants .............................................................................................................................................. 37
7.4.3 Fire Flows and Minimum Requirements ...................................................................................................... 37
7.5 BASIS OF HYDRAULIC DESIGN AND MODELLING ................................................................................................... 37
7.5.1 Potable Water Consumption Rates and Demands ......................................................................................... 37
7.5.2 Reservoir Sizing and Configuration............................................................................................................. 37
7.7 SIZING OF VARIOUS COMPONENTS........................................................................................................................ 38
7.8 INTERFACE BETWEEN BUILDING AND SITE WIDE INFRASTRUCTURE WORKS........................................................... 38
7.9 HYDRAULIC STUDY ............................................................................................................................................. 38
7.10 RESULTS OF THE HYDRAULIC STUDY.................................................................................................................. 39
7.11 DESIGN OF THE POTABLE WATER PUMP STATION ............................................................................................... 40
7.11.1 Scope of Design Work for Mechanical ...................................................................................................... 40
7.11.2 Scope of Design Work for Electrical, Instrumentation and Control ............................................................ 40
7.11.3 Design Criteria for Mechanical Equipment: ............................................................................................... 40
7.11.8 Design Criteria for Electrical & Instrumentation Control System .............................................................. 43
7.11.9 Potable Water Pumps General Control Philosophy .................................................................................... 44
7.11.10 SCADA System ..................................................................................................................................... 45
7.12 PROGRESSING DESIGN TO DETAILED DESIGN ..................................................................................................... 45
7.13 SCADA /CONTROL SYSTEM I/O LIST ................................................................................................................ 46
8.1 GENERAL DESCRIPTION OF THE TSE SYSTEM ....................................................................................................... 48
8.1.1 Source of Irrigation Water .......................................................................................................................... 48
8.4.3 Air Release Valves ..................................................................................................................................... 498.4.4 Wash Out Valves ....................................................................................................................................... 49
8.4.5 Service Corridor ......................................................................................................................................... 49
8.5.1 TSE Demand for Entire QEZ-1 development .............................................................................................. 49
8.5.2 TSE Demand for QEZ Parcel A Phase 1 ..................................................................................................... 49
8.5.3 TSE Irrigation Storage and Pumping Facilities ............................................................................................ 49
8.6 SIZING OF VARIOUS COMPONENTS ....................................................................................................................... 49
8.7 INTERFACE WITH AUTHORITIES ............................................................................................................................ 50
8.8 TSE FOR PLOTS ................................................................................................................................................... 50
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8.15 SUPPORTING APPENDICES AND DRAWINGS ......................................................................................................... 52
9.0 SEWERAGE SYSTEM ........................................................................................................................................... 53
9.3.4 Minimum and Maximum Velocities ............................................................................................................ 57
9.3.5 Depth of Flow ............................................................................................................................................ 57
9.3.6 Pipe Materials and Class ............................................................................................................................. 57
9.3.8 Construction Depth ..................................................................................................................................... 58
9.3.10 Service Corridor ....................................................................................................................................... 58
9.3.11 Design Codes, Regulations and Standards ................................................................................................. 58
9.3.12 Lifting Stations ......................................................................................................................................... 589.3.12.1 Materials of Pipes and Fittings ................................................................................................................ 59
9.3.12.2 Electrical, Instrumentation and Control System ....................................................................................... 61
9.4 WASTEWATER NETWORK AND DISPOSAL OPTIONS................................................................................................ 65
9.7.8 Electrical, Instrumentation & Control .......................................................................................................... 72
9.7.9 Chemical Consumption .............................................................................................................................. 72
10.3.1 Return Period ........................................................................................................................................... 76
10.3.5 Time of Concentration, Tc........................................................................................................................ 79
10.6.1 Green Fingers / Storm Water Cells ........................................................................................................... 81
10.6.2 Buffer Zone (6m Wide) / Haha Wall ......................................................................................................... 81
10.6.3 Detention Pond with Infiltration ............................................................................................................... 81
10.7 STORM WATER SYSTEM .................................................................................................................................... 81
10.7.2 Summary of the Technical Viability of the Proposed Storm Water Design ................................................ 83
10.7.3 Safety in Design ....................................................................................................................................... 83
10.8 STORM DRAINAGE SYSTEM RESULTS ................................................................................................................. 83
10.8.1 Catchment Area ....................................................................................................................................... 83
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10.8.2 Detention Tank with Infiltration and Overflow .......................................................................................... 83
11.5 PROJECTED LAND USE ..................................................................................................................................... 101
11.6 POWER UNIT RATES VALIDATION .................................................................................................................... 102
11.10.1 General ................................................................................................................................................ 104
11.10.2 Primary Substation Distribution Zones .................................................................................................. 104
11.10.3 System Fault Level ............................................................................................................................... 105
11.10.4 Tying to Existing Power Network ......................................................................................................... 105
11.10.6 Plot Area of Substations ....................................................................................................................... 105
11.10.7 400/132/11kV Super Primary Substation (SPSS) ................................................................................... 105
11.10.13 Feeder Pillars For Street Lighting ....................................................................................................... 107
11.10.14 Connection to Plots ............................................................................................................................ 10711.10.15 132/11kV Transformer ....................................................................................................................... 107
11.10.23 11kV and LV Networks ..................................................................................................................... 110
11.10.24 MV Capacitor Bank ........................................................................................................................... 110
11.10.25 Package Unit Substation (PS) ............................................................................................................. 110
11.10.26 District Cooling Plant ........................................................................................................................ 111
11.11 TEMPORARY POWER SUPPLY ......................................................................................................................... 111
11.11.1 Temporary Power Supply ..................................................................................................................... 111
11.11.2 Temporary Power Supply to Water Pumping Station ............................................................................ 111
11.11.3 Power Supply to the Temporary Sewage Treatment Plant. .................................................................... 11111.11.4 Temporary Power Supply to serve Street Lighting along the 64m ROW ................................................ 111
11.12 EARTHING AND LIGHTNING PROTECTION SYSTEM .......................................................................................... 112
11.13 ERECTION AND ARRANGEMENT PLANNING .................................................................................................... 112
11.14 STREET LIGHTING ......................................................................................................................................... 113
11.14.3 Control, Operating Philosophy and Performance................................................................................... 113
11.14.4 System Requirement ............................................................................................................................ 113
11.14.5 Switching and Dimming....................................................................................................................... 114
11.14.6 Type of Luminaries .............................................................................................................................. 114
11.14.7 Light Poles .......................................................................................................................................... 114
11.15 DISTRIBUTION MANAGEMENT SYSTEM (DMS)............................................................................................... 114
11.16 METRO STATION POWER SUPPLY ................................................................................................................... 115
11.16.1 Power Supply to the remote Metro Station Plot in Parcel B ................................................................... 115
11.16.2 Safety and Loss Prevention and Risk assessment .................................................................................. 115
11.17 PROGRESSING DESIGNS TO THE DETAIL DESIGN ............................................................................................. 115
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12.4 GENERAL DESCRIPTION OF THE TELECOMMUNICATIONS SYSTEMS .................................................................... 117
12.4.1 Public Networks (Authorities and Service Providers) .............................................................................. 117
12.4.2 Private Communication Networks or ELV Infrastructure Networks ......................................................... 118
12.4.3 Central Command Centre........................................................................................................................ 118
12.10 SERVICE SEPARATION .................................................................................................................................... 122
12.10.8 Duct Cleaning and Testing .................................................................................................................... 122
12.10.9 Service Corridor ................................................................................................................................... 122
12.11 PUBLIC ADDRESS AND VOICE ANNUNCIATION (PA AND VA) SYSTEM ............................................................. 123
12.12 FIRE ALARM DETECTION (FA) SYSTEM .......................................................................................................... 123
12.13 SCADA CONTROL SYSTEM ........................................................................................................................... 123
12.14 SECURITY AND CCTV SYSTEMS..................................................................................................................... 124
12.15 INTERFACE BETWEEN BUILDING AND SITE WIDE INFRASTRUCTURE WORKS .................................................... 124
12.16 ADMINISTRATION AND IDENTIFICATION ......................................................................................................... 124
12.17 AUTHORITIES INFORMATION AND COMMUNICATIONS ..................................................................................... 124
12.18 PROGRESSING DESIGNS TO THE DETAILED DESIGN STAGE............................................................................... 124
13.0 DISTRICT COOLING SYSTEM......................................................................................................................... 125
13.1 DISTRICT COOLING PHILOSOPHY ...................................................................................................................... 125
13.2 DISTRICT COOLING DESIGN STRATEGY ............................................................................................................ 125
13.2.1 Amendments to the District Cooling Design Strategy.............................................................................. 125
13.2.2 Meetings with Utility Providers .............................................................................................................. 126
13.2.3 QEZ-1 Master Plan Considerations......................................................................................................... 126
13.2.4 District Cooling Process Supply Points ................................................................................................... 126
13.2.5 Temporary Supply Sources for Makeup Water........................................................................................ 126
13.2.6 Conventional District Cooling Method ................................................................................................... 126
13.3.13 SBS dosing .......................................................................................................................................... 129
13.3.14 High pressure pumps ............................................................................................................................ 129
13.3.15 Cleaning-in-Place (CIP) System ........................................................................................................... 129
13.3.16 Flushing system ................................................................................................................................... 129
13.3.18 Permeate transfer pumps ...................................................................................................................... 129
13.3.19 Sodium hypochlorite dosing system – post chlorination ........................................................................ 129
13.3.20 Caustic soda dosing system .................................................................................................................. 129
13.3.21 Reject water pumping system ............................................................................................................... 13013.3.22 Disposal/treatment options for reject brine ............................................................................................ 130
13.3.24 TSE polishing plant building ................................................................................................................ 130
13.3.25 District Cooling Blowdown .................................................................................................................. 130
13.4 ENERGY TRANSFER STATION ........................................................................................................................... 130
13.4.2 Energy Meters........................................................................................................................................ 131
13.5 DISTRICT COOLING NETWORK ......................................................................................................................... 131
13.6.3 Insulation Material ................................................................................................................................. 131
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14.0 GAS SUPPLY SYSTEM ..................................................................................................................................... 133
14.1 GAS SUPPLY STRATEGY ................................................................................................................................... 133
14.3 MANATEQ ACTIONS REQUIRED TO PROGRESS THE GAS NETWORK DESIGN ...................................................... 133
15.0 SCADA CONTROL SYSTEM ............................................................................................................................ 134
15.7 DISTRIBUTED I/O STATION REQUIREMENT........................................................................................................ 135
15.8 COMMUNICATION ............................................................................................................................................ 135
15.9 POWER SUPPLY ............................................................................................................................................... 136
15.9.1 Proposed Distribution Management System (DMS) with Fibre Optic Cables ........................................... 136
15.10 CONTROL SYSTEM CYBER SECURITY.............................................................................................................. 136
15.11 POTABLE WATER & FIREFIGHTING SYSTEM .................................................................................................... 136
15.11.1 Leak Detection System ......................................................................................................................... 136
15.11.2 Integration with KAHRAMAA’s Central Control Centre ...................................................................... 136
15.12 TSE DISTRIBUTION SYSTEM .......................................................................................................................... 136
15.13 SEWERAGE WATER SYSTEM........................................................................................................................... 137
15.14 DISTRICT COOLING PLANT ............................................................................................................................. 137
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Document HISTORY LOG:
Document No. Rev.No.
Issue Date Purpose ofissue
Revised sections
2662-AECOM-RT-00GE-0290 00 18/10/2014 For Approval Revision 00
2662-AECOM-RT-00GE-0290 01 21/12/2014 For Approval Revision 01
Controlled Copy Issue Log:
This document has been issued in a controlled manner to the following recipients:
(In the event of a revision, the parties listed below will automatically be issued with the updated version)
Copy No. Company Name QA Representative
1 ASTAD Diana (Damyanti) Nankany
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1.0 QATAR ECONOMIC ZONE-1, PHASE 1
1.1 Introduction
AECOM has been commissioned by MANATEQ to develop a Concept Master Plan, a Detailed Master Plan and PreliminaryRoads and Infrastructure Design services for Qatar Economic Zone -1.
On 12th December 2013 AECOM issued the Concept Master Plan (CMP) and technical supporting documentation toMANATEQ. Observations and comments with regard to the CMP submission were provided by the client group (in OCSformat), between 29 December 2013 to 8 January 2014. A series of subsequent working sessions were facilitated to enable allparties to work collaboratively and develop a course of action to resolve any outstanding issues and advance the project to theDetailed Master Plan (DMP) phase and subsequently the Final Detailed Master Plan (FDMP) phase. The revised Roads andInfrastructure Concept Documents for the Abridged Concept Master Plan which incorporated the OCS comments, outcomesfrom the working sessions, and revisions required by MANATEQ was submitted on 10th February 2010. The Final Master Planfor Phase 1 was submitted on the 18th June 2014, and the Detailed Master Plan for Phase 2 was submitted on the 21st
September 2014.
This report incorporates and expands on the previous master plan design work including addressing OCS comments, andadvances the design to the preliminary design level. The Roads and Infrastructure Preliminary Design Phase 1 will form thebasis of the subsequent Design and Build Tender documents.
The Preliminary Design for QEZ-1 Phase 1 incorporates the necessary roads and utilities required to enable the Phase 1portion of the development to function, and includes the elements of design delivered by AECOM, and the design criteria forelements of design required to be delivered by Others (e.g. Super/Primary Substations, District Cooling, Gas).
This includes:
Internal roads and utilities networks, and connections to the external utility mains;
Hard and Soft Landscaping within the Public Open Space areas, and ROW Corridors;
Access connectivity to the external road network;
Permanent utility facilities including substations, reservoirs;
Temporary utility facilities including Package Treatment Plant (PTP) and sewage lifting stations.
It is important to note that this Preliminary Roads and Infrastructure Design Document – specifically relates to Phase 1. Thelimitation of the scope of works is illustrated in Figure 1.1. This document should be read in conjunction with Infrastructure andUtility documentation prepared for QEZ-1 Phase 1.
The Preliminary Design detailed in this report will be submitted to the various Authorities for their review and comment.Outcomes of the authority review process (as applicable to the Preliminary Design level) will be incorporated into thePreliminary Design in order to secure any applicable approval in principle for the respective elements of design. The Approvalin Principle will also contain authority requirements which will be required to be carried out during the Detailed Design stage(by Others).
MANATEQ has stated that the Roads and Infrastructure works for Phase 1 are to be completed by the end of 2017, and thatthe first proposed occupation of initial plots will occur at this time. The Preliminary Design considers both permanent andtemporary utility facilities and connections in order to allow occupation to commence in 2017 within Phase 1.
1.2 Purpose of the report
1.2.1 OverviewThe purpose of this document is to progress the design strategies and parameters in respect to the Roads and Infrastructuredesigns from the Final Master Plan level to the Preliminary Engineering design level. This document expands on the following:
Provides the grading plan delivered in the Earthworks Tender documents;
Provides the basic design criteria for each of the infrastructure and utilities systems;
Identifies the Codes and Regulations associated with each network system;
Outlines key development area statistics, base data, and assumptions used for calculation of demands / flows;
Provides the calculations for all utility demand and loads;
Provides sizing of the various elements in each network system;
Identifies the interface with authorities, service providers, and key stakeholders;
Elaboration on connection strategies to existing/future utilities;
Identifies the constraints which may impact or affect the network, and provides steps to remedy these constraints;
Provides details on the interface between plots and infrastructure works;
Provides the hard and soft landscaping within the public open space, and ROW corridors;
Assesses the technical viability and respective advantages/disadvantages of the proposed network systems;
Provides an impact assessment for uplift in demand loads as instructed by MANATEQ;
Provides the Preliminary Design information sufficient for submission to Authorities for their review and Approval inPrinciple; and
Provides the respective Roads and Infrastructure, Hard and Soft Landscaping Preliminary Design documentation toenable the preparation of Design and Build Tender Documentation.
1.2.2 Preliminary Design Working Sessions with MANATEQ/ASTAD
It is critical that there are informed working sessions with MANATEQ and ASTAD to review the Preliminary Design report andassociated documents as these will form the basis of the Design and Build Tender Documents. Accordingly, it is proposed tohold a series of working sessions to facilitate an informed and interactive review process. The working Sessions proposed withsuggested timeframes include:
Initial Guidance and information Session – 3 days following submission. The intent of this session is to introducethe various elements, and interaction of various elements, of the preliminary design to MANATEQ /ASTAD to assist inreview.
Value Engineering Session – 5 days following submission. The intent is to work through design options where theyexist, and to provide a window for comment to guide MANATEQ decision making process for the preferred strategy.
OCS Working Session - 2 days following AECOM receipt of OCS comments. The intent of this session is to enableAECOM to present initial feedback on the OCS comments, clarification of the OCS comments, and the strategy toclose out the OCS comments.
OCS Close Out Session – 5 days prior to AECOM submission of the revised Preliminary Design documents. Theintent of this session is to review the progress in addressing and closing out the OCS comments prior to submissionof the Revised Preliminary Design documentation.
Design and Build Tender Documents Sessions - These can be discussed and agreed with MANATEQ /ASTAD.
Due to the large volume of information to be discussed for the Preliminary design review meetings, it is proposed there areseparate working sessions for the roads, wet services, and dry services.
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1.2.3 Supporting DocumentationThe Infrastructure and Utilities Preliminary Engineering Design Documentation is supported by a number of complimentarydocuments, including the:
Detailed/Final Master Plan Phase 1 and 2 suite of documents including the TIS;
Value Engineering Report;
Earthworks and Site Grading Issued For Tender Documentation;
Hard and Soft Landscaping Preliminary Design Details; and
Preliminary Design Cost Estimate Report.
1.3 Structure of the Report
This report is structured as follows:Report Structure Heading
Appendix L QEZ-1 Official Communication History / Minutes of Meetings
Appendix M QEZ-1 Waste Management
Appendix N Sustainability / GSAS Rating
Appendix O Safety In Design
Volume III Appendix P QEZ-1 Hard and Soft Landscaping Preliminary Design
1.4 Basis of Design
This document has been developed to incorporate the following MANATEQ instructions and developments which have beenmodified, or refined since the Concept Master Plan stage, and Detailed/Final Master Plan stage:
The Phase 1 Final Master Plan, Land Use Plan, and Development Statistics (refer to separate FMP Report and Table1.4 for details).
District Cooling strategy has been modified from Scenario 2A to Scenario 2 (17,000 TR) to consider uplift. As of 9th
July, 2014 it was mutually agreed to extend the District Cooling Coverage to accommodate the entire commercialzone.
Inclusion of Residential Land Use.
Cold Storage plots (in lieu of warehousing) as defined in the Infrastructure & Utilities Master Plan documentation.
Proposed Additional Land Area to the west of Parcel A.
The Preliminary Design considers the Uplifted utility demands only.
Inclusion of Parcel B Metro Plot, and main boulevard (temporary road); and
Sustainability considerations for power outlined in the CMP report have not been considered.
Inclusion of the proposed gas network as instructed by MANATEQ on 9th July, 2014.
Amendments to the land use plan and allocation within Phase 2, including the increased plot size required for the400kV Super Primary Substation;
MANATEQ occupation program for Phase 1 and 2.
- The Phase 1 development shall span 2014-2017. Occupation expected by 2017.
- The Phase 2 development shall initiate 2015 and end 2018. Occupation expected by 2018.
Requirement for a temporary foul sewer strategy resulting from ASHGHAL’s revised construction phasing for theIDRIS scheme.
Identifying alternative water sources to facilitate the District Cooling Process.
Requirement for a permanent discharge solution for the District Cooling blowdown.
Utility Facilities located within Phase 2 geographically but required for Phase 1, including the transmission mains fromthe facility to Phase 1, are considered as part of Phase 1 Preliminary Engineering.
Plot utility connections have been established within the respective utility network drawings found in Appendix B.
Plot Access points defined within the Detailed/Final Master Plans have been adopted in the Preliminary Engineeringdesign as agreed with MANATEQ in the Public Realm/Landscape Working Session on 24th September 2014. Gatelevels have been established based on these plot access points.
Landscaping details within the ROW have been developed as agreed with MANATEQ in the Public Realm/LandscapeWorking Session on 24th September 2014.
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1.5 Uplift Factor
1.5.1 Requirement for Uplift
As instructed by MANATEQ, QEZ-1 utilities infrastructure demand loads are to be designed to include ‘Uplift’ to allow a certainlevel of flexibility for potential future land use change.
Reference is made to ASTAD letter Ref: ADE/EZC/AECOM/0304-14 received on 20th May 2014 whereby ASTAD state that“...Any proposed utility uplift by AECOM needs to be robust, state of the art, automated and fully flexible systems that meetMANATEQ’s long term vision and requirements.”
To avoid any misconception arising from the ASTAD statement in the aforementioned letter, the utility uplift is to provideincreased demand loads per plot only. This provides a quantitative increase in the utility demand allocation - in excess of thedemand load as per the current Master Plan plot development statistics - which can cater for a future change in land use (notas per the Master Plan) which requires additional demand loads up to, but not in excess of the allocated utility demands. Upliftdoes not provide a state of the art, automated, and fully flexible design. It is further noted that the design will be carried out asper the Contract, and with uplift as instructed by MANATEQ.
The strategy proposed is to provide uplift to utilise any spare electrical demand capacity at the Primary Substation level, prorata this across the plots with a substation zone, and then convert the spare capacity into equivalent GFA to derive the uplifteddemands for potable water, sewerage, telecommunications and District Cooling. This strategy whilst similar to AECOM’sproposed strategy on 12th May 2014 has been modified to account for the apportionment of spare power within substationzones, and not the geographical areas presented previously.
The land use as per the Master Plan forms the basis of the utility network design, and future land use change cannot beforecast and is beyond AECOM control. The utility networks will be designed to the uplifted demand load case (per plot).The method of calculating and apportioning Uplift presented will allow MANATEQ a level of flexibility to accommodate land usechange, provided that the utility demand for any future land use change (per plot) does not exceed the stipulated uplifteddemand load.
As the Master Developer, it is critical that MANATEQ ensures any future plot developer complies with the utility demand loadsassigned to the plot, otherwise there will be insufficient capacity within the utility network.
1.5.2 Calculation of Uplift
To address MANATEQ’s requirement for Uplift, the demand load scenarios addressed in this submission are presented below:
Base Case. The Base Case represents the demand loads as per the actual land use plan and development statistics.
Uplifted Case. The Uplifted Case is the Base Case demand loads with the uplift applied, and represents themaximum utility demands assigned to an individual plot. The Preliminary Designs for each utility consider the upliftdemand load scenario.
For clarity the method of calculating uplift contained within the Preliminary Engineering stage is set out below:
A. Establish the Base Case electrical demand loads per plot (for all Phases).
B. Determine the overall total demand load for QEZ-1 (for all Phases).
C. Determine the number of primary substations required, and per Parcel (A and B).
D. Determine the substation loading including balancing load distribution to assign substation locations.
E. Identify plots within each substation zone.
F. Determine the spare capacity at each substation.
G. Pro rata the spare capacity across the plots within the substation zone (by demand rate/land use type).
H. Calculate the equivalent GFA per plot (equivalent to the increased pro rata power demand).
I. Calculate the equivalent increase in population to derive the uplifted power demand.
J. Calculate equivalent increase in population to derive uplifted potable/sewerage/telecommunications.
K. Calculate uplifted demand loads for potable, sewerage and telecommunications.
L. Allocation of additional District Cooling Demand load within the applicable plots to accommodate the uplifted GFA,and allocation of spare capacity at the substation (UT-08) for this future increase in demand load from the DistrictCooling plant;
M. Carry out Utility Infrastructure Networks design as per the Uplifted Demand Case.
The method of calculating uplift set out in this report was discussed and agreed with MANATEQ/ASTAD in the meeting atMANATEQ’s office on 9th July, 2014.
1.5.3 Utility Demand Calculations
Considering the method of calculating uplift, as detailed in Section 1.5.2, all utility demands generated for QEZ-1 are directlylinked to the power scheme. As such, any changes in the Master Plan will result in changes in GFA, plot size, locations, etcwhich will have a direct impact on the power demand for the development and at the plot level. Any change in the powerdemand will translate to changes in all other utility demands, in turn affecting the overall infrastructure design (pipe sizes,modelling results, etc).
1.6 Utility Demand Summary (Base Case + Uplifted Case)
It is noted that the utility demands for QEZ-1 Parcel A and B align with the land use and population profiles presented in theFinal Master Plan. A summary of the key development figures for the projection of the utility demands for Phase 1 and Phase2 are presented in Table 1.1 and Table 1.2. It is important to note that the system has been sized with an uplift, which willallow for flexibility for future use.
The Preliminary Design utilises the Uplift demand loads only. For reference, the tables below provide a summary of both theBase Case and Uplifted Demand loads.
Table 1.1: Summary of Utility Demands ‘Base Case’
UtilityPhase 1 Utility Demand
(Base Case)Phase 2 Utility Demand
(Base Case)Phase 1 & 2 Demand
(Base Case)
Average Potable Water Demand (m3/day) 1,940.01 1,488.42 3,428.44
Average Waste Water Discharge (m3/day) 1,552.01 1,190.74 2,742.75
Average Waste Water Discharge (m3/day)including District Cooling Blow Down
2,602.01 1,190.74 3,792.75
Total Electrical Load Demand (MVA) –Primary Substation Level
70.01 73.77 143.77
*Potable Water Supply for District Cooling(m3/day), Total
*1,975
*Raw TSE Supply for District Cooling (m3/day) *3,427
Telecommunication (Mbps) 4,234 5,777 10,011
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Table 1.2: Summary of Utility Demands ‘Uplift Case’
UtilityPhase 1 Utility Demand
(Uplift Case)Phase 2 Utility Demand
(Uplift Case)Phase 1 & 2 Demand
(Uplift Case)
Average Potable Water Demand (m3/day) 2,194.99 1,759.47 3,954.47
Average Waste Water Discharge (m3/day) 1,756.00 1,407.58 3,163.58
Average Waste Water Discharge (m3/day),including District Cooling Blow Down
2,806.00 1,407.58 4,213.58
Total Electrical Load Demand (MVA) –Primary Substation Level
82.71 88.50 171.20
TSE Demand (m3/day)Excluding District Cooling and Leakage
558.23 875 1,433
*Potable Water Supply for District Cooling(m3/day)Total
*2,358
* Raw TSE Supply for District Cooling (m3/day),Total
*4,161
District Cooling Makeup – TSE (m3/day), Total(Considering Conventional District Cooling Method, as
detailed in Chapter 13).
3,121
Telecommunication (Mbps) 4,234 5,777 10,011
Refer to Appendix C in this report for the comprehensive utility demand calculations.
(*) TSE water shall be used to facilitate the District Cooling process. The TSE system has been designed and sized to factor inpublic irrigation, on-plot irrigation and District Cooling makeup water demands. The proposed ASHGHAL TSE main running tothe West of Parcel A will serve as the primary supply point, and is expected to be fully constructed by 2019.
With the first stages of occupation expected by 2018 an interim solution is required to facilitate makeup water for the DistrictCooling Facility until the TSE main is brought online. To accommodate the cooling process the potable water system has beendesigned to allow provision for makeup water required to support the District Cooling Process.
1.7 Facility Buildings Summary
Assembly of independent utility facility buildings are required to enable infrastructure services for QEZ-1 Phase 1. Utilityfacilities have been assigned to serve the power, potable water, irrigation and gas systems. To meet Phase 1 utility demands,the facilities identified within Phase 2 necessary for the functionality of Phase 1 will need to be operated.
During construction, provisions must be made to route the power and combined potable water and fire fighting networkthrough Phase 2 in order to facilitate Phase 1.
The QEZ-1 infrastructure and utility system has been designed to consider the facilities identified presented in Table 1.3. Thephysical locations of the facilities catering to Phase 1 are presented in Figure 1.2.
Table 1.3: Required Facility Buildings
FacilityNo.
RequiredParcel A Utility
Plot SizeNo.
RequiredParcel B Utility
Plot SizeFacility Location Construction Period
Potable Water & Fire
Fighting Reservoir1 75m x 26m x 4.2m - - Phase 2 Phase 1
Plot Reservation Only. Refer to Chapter 8 for more details. Phase 2 TBA
Temporary Sewage
Treatment Plant- - 1 175m x 150m Parcel B Phase 1
Foul Sewer Lifting
Station1 1,480m2 1 1,060m2 Phase 1 Phase 1
Stormwater
Plot
Attenuation
Tank
0.3% - 1.6% of Plot
Area
Attenuation
Tank assigned
per plot
0.3% - 1.6% of Plot
Area
Within Each Plot
(Phase 1 and Phase 2)Phase 1 / Phase 2
GSM Towers
2 10m x 10m - - Phase 1 1
- - 1 10m x 10m Phase 2 2
*PoP Buildings
1 10m x 10m - - Phase 1 Phase 1
1 10m x 10m - - Phase 2 Phase 2
- - 1 10m x 10m Phase 3 Phase 2
400kV Super Primary
Substation1 Min. 40,000m2 - - Phase 2 Phase 1
132kV Primary
Substations
1 75m x 75m - -
Phase 1
Phase 1
1 60m x 60m - - Phase 1
1 75m x 75m - -Phase 2
Phase 2
1 60m x 60m - - Phase 2
1 75m x 75m - -
Phase 3
TBA
1 60m x 60m - - TBA
1
(Provisional)60m x 60m - - TBA
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FacilityNo.
RequiredParcel A Utility
Plot SizeNo.
RequiredParcel B Utility
Plot SizeFacility Location Construction Period
11kV Distribution
Substations
4 15m x 15m - - Phase 1 Phase 1
7 15mx 15m - - Phase 2 Phase 2
District Cooling Plant 1 50m x 100m - - Phase 1 Phase 1
**TSE Polishing Plant(UF/RO Facility)
180m x 30m
- - Phase 1 Phase 1
Blow Down Treatment
Facility**1 20m x 30m - - Phase 1 Phase 1
Gas Storage Facility 1 60m x 60m - - Phase 2 Phase 1
*POP (Point of Presence Building) – The point at which two or more different networks or communication devices build a connection with eachother.** Identifying a TSE Polishing Plant and Blow Down Treatment facility as part of the District Cooling Scheme will need to be validated by thenominated District Cooling provider.
1.8 Land Use, GFA and Population Parameters
Table 1.4 provides a summary of the land use, GFA, and population data set out in the QEZ-1 Master Plan, and as amendedto reflect Uplift in GFA/Population, and the additional land area West of Parcel A.
The uplifted statistics are utilised in the development of the infrastructure and utility calculations. The QEZ-1 land uses areelaborated in Table 1.4a through Table 1.4d, and illustrated in Figure 1.1.
Note: Daily mosque worshippers were considered in the overall population breakdown and demand calculations in order tosize the utility system appropriately.
Table 1.4a: QEZ-1 Land Use: GFA Breakdown for Parcel A
Land Use
Parcel A
Master Plan Basement Parking Uplift Basement Parking, Uplift
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2.0 DIRECT STAKEHOLDERS AND AUTHORITIES
The assumed roles and responsibilities related to approvals, project implementation and maintenance of proposed roads andutility networks in QEZ-1 are presented in Table 2.1 below. A summary of authority meeting minutes/communications isincluded in Appendix L of this Report.
2.1 Design Development and Approval in PrincipleTable 2.2: Authority Approval Log
Utility and Review / Approval in Principle Type Relevant Authority / Department Responsibility
Power – Supply and Connection Points Power – Substation Locations Power Demand Loads – overall and per Phase Cable Routes HV Cable Routes MV Cable Routes LV Cable Routes
Design Development with KAHRAMAA (ElectricalDivision)
Approval in Principle at Preliminary Design StageKAHRAMAA (Electrical Division) TransmissionPlanning
Approval in Principle at Preliminary Design stage byDistribution Planning
AECOM
Potable Water Demand Load – overall and perPhase
Connection Points Reservoir – plot and size Reservoir – strategy for combined Potable/Fire
Water Transmission and Distribution Mains Hydrant Locations
Design Development with KAHRAMAA (WaterDivision)
Approval in Principle at Preliminary Design StageKAHRAMAA (Water Division)
Design Development with Civil Defense Approval in Principle at Preliminary Design Stage Civil
Defense
AECOM
TSE Demand Load – overall and per Phase Design Development with ASHGHAL AECOM
Utility and Review / Approval in Principle Type Relevant Authority / Department Responsibility
Connection Points Transmission and Distribution Mains Modeling Output in INFOWORKS
Approval in Principle at Preliminary Design StageASHGHAL Drainage Department (TSE)
Stormwater Strategy - attenuation & Dissipation,ROW and Soakaways
Modeling Output in INFOWORKS Connection Point to the Future Mains
Design Development with ASHGHAL Drainage Impact Assessment (DIA). Approval in Principle at Preliminary Design Stage
ASHGHAL Drainage Department (Storm Water)
AECOM
Foul Sewer Strategy and connection to IDRIS Short and Long Term discharge options Modeling Output in INFOWORKS Connection Point to the Future Mains
Design Development with ASHGHAL Approval in Principle at Preliminary Design Stage
ASHGHAL Drainage Department (Foul Sewer)
AECOM
Telecommunications Strategy Control Room Plots and Locations Distribution Network
Design Development with MICT, QNBN, Vodafone Approval in Principle at Preliminary Design Stage –
QNBN (service provider). Approval from QNBN. QNBN will obtain NOC’s from
Ooredoo & Vodafone. Approval in principle for GSM towers from Ooredoo
and Vodafone Approval in principle by MICT
AECOM
Street Lighting Strategy Street Lighting Locations
Design Development with ASHGHAL Design ReviewTeam
Approval in Principle at Preliminary Design Stage –ASHGHAL Design Review Team
Approval from KAHRAMAA (Electrical) for powersupply arrangement.
AECOM
Corridor Allocation for QAF/SSD Approval in Principle at Preliminary Design Stage –QAF/SSD
AECOM
District Cooling - Plot Allocation District Cooling - Utility Corridor Allocation District Cooling Design Criteria
District Cooling Provider and Design Consultant (to beappointed by MANATEQ).
Corridors are stipulated by MMUP 2012 guidelines. Approval in Principle from Qatar Cool & MANATEQ. If
MANATEQ do not collaborate with Qatar Cool thenthe Design Criteria shall adhere to the nominatedDistrict Cooling Provider.
MANATEQ /AECOM
Gas Storage Tank – Plot Allocation Gas Network – Utility Corridor Allocation
Gas Service Provider and Network Design Consultant(to be appointed by MANATEQ)
MANATEQ/AECOM
ROW Cross Sections Approval of utility cross sections by all the stakeholders
AECOM
Utility Diversions Applicable Authority AECOM
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3.1 Final Master Plan: Land Use and Population Parameters
The infrastructure and utility networks have been designed to the preliminary level to serve Phase 1. Master Planning changesmade as part of the Detailed Master Plan submission (submitted as of 21st October, 2014) promotes an efficient utility system.Infrastructure and utility facilities have been strategically assigned / located within the overall development in support of valueengineering initiatives. The amendments occurred within Phase 2 subsequent to the completion of FMP Phase1 are as listedbelow.
Modification of the land use plan to accommodate a 400kV/132kV/11kV Super Primary Substation (the plot area hasincreased from approximately 10,000m2 to 40,000m2, to adhere with KAHRAMAA guidelines).
Relocation of Primary Substation (PSS-04) into the Super Primary Substation plot as directed by ASTAD andassigning developable GFA to the former primary substation plot.
Relocation of gas station.
Redesign/removal of roads connecting to MMUP 64m corridor on the South of the site.
Redesign of road network on the Southwest corner of site.
Addition of roundabouts throughout the site.
Addition of 11kV Substations across Parcel A.
Addition of Structure Car Parking to service Retail and Waterfront.
Relocation of Water Utilities on the Southwest corner of Parcel A.
Inclusion of the gas network and gas storage facility.
The updated master plan data and calculations contained within the DMP Phase 2 design package supersedes thosecontained within the Final Master Plan Phase 1 report, and serve as the basis for the Preliminary Engineering design forPhase 1 as presented in this report. Refer also to Section 1.4 of this report for summary of modifications during the evolutionof the Master Plan.
3.2 Topography
The project site consists of approximately 410 hectares. QEZ-1 is comprised of Parcel A (approximately 250Ha) and Parcel B(approximately 160Ha). Parcel A is typified as a natural desert area, with evidence of fill material having been previouslyplaced on site towards the coastline.
The terrain for Parcel A is generally flat, with the highest point located in the south western. A slight slope occurs - falling in anorth easterly direction towards the coastline. Elevations range between +8.5m QNHD and +1.3m QNHD. The terrain forParcel B is generally flat, with elevations ranging between approximately +5m QNHD and +4m QNHD.
A Topographic Survey was carried out by Fugro for Parcel A. This survey was commissioned by MANATEQ and was madeavailable for the project. This survey data was evaluated by AECOM as part of the Topographic Survey Evaluation Report.
Topographic survey was not provided for Parcel B. Supplementary topographic data for Parcel B has, however, been obtainedfrom MMUP but requires verification. This data has been incorporated into the overall topographic survey plan. Thistopographic survey has been utilized to develop the Earthworks Tender Documents Grading Plan. The combined topographicsurvey file is found in Appendix K of this report. The QEZ-1 grading plan developed at the Concept Master Plan stage hasbeen utilised in the Earthworks and Site Grading Tender Documents issued as Final on 5th June 2014.
3.3 Existing Utilities on QEZ-1 Land
MANATEQ is dealing with KAHRAMAA directly to relocate the existing 900mm and 1200mm diameter water lines whichcurrently traverse Parcel A which are to be planned to be relocated as part of the Expressways program.
Qatar Petroleum (QP) has confirmed that the transmission and optic fibre lines located on Parcel A have beendecommissioned. Accordingly, these will not be considered in the design process. However, these lines will need to beconsidered for removal during the construction phase where they impact the roads and infrastructure works. The redundantpipes within an individual plot will need to be addressed by the developer accordingly (concrete filled/removed etc).
There is an unknown corridor marked by concrete posts on the site which appears to either feed into/out of the seweragetreatment plant (STP) located to the North of the Parcel A. Following investigations, MMUP survey department has verballyconfirmed that these concrete posts are old boundary markers belonging to the Qatar Government (QG). MMUP SurveyDepartment has stated that only the latest MMUP PIN number and coordinates provided by MMUP are to be used for thedevelopment (noting the official PIN Number and affection plan are yet to be provided by the MMUP for QEZ-1).
Subject to agreement between MANATEQ and NDIA, and assessment for feasibility, the existing STP located within the NDIALabour Camp may be utilised to provide a short to mid-term sewerage treatment and disposal option until IDRIS has beenconstructed and commissioned. This is detailed further in Section 9.0 of this report.
A plan presenting the existing utilities adjacent to QEZ-1 is presented in Appendix B Annexure J.
3.4 Future Utilities Impacting QEZ-1
As part of the IDRIS Scheme, there is a proposed 1,200mm diameter gravity main running through Parcel A from the NDIASTP to the IDRIS connection point WS 5.2. The IDRIS main was to have been constructed by approximately 2018 as thepermanent discharge solution. However, in a meeting with ASHGHAL on Sunday 31st August 2014, ASHGHAL advised thatthe IDRIS scheme has been postponed and may not be constructed until after 2022. Additionally, the proposed rising mainwithin the expressways corridor feeding into the NDIA STP has been cancelled due to lack of space within the expresswaysROW, and NDIA rejecting the discharge into their STP. As a result, a temporary STP/Package Treatment Plant is nowrequired to provide a short to mid-term sewerage treatment and disposal solution. This is detailed further in Section 9.0 of thisreport.
As part of the MWH Storm Water Master Plan, there is a proposed future branch line running through the eastern section ofParcel A and connecting into the Abu Hamour tunnel. ASHGHAL has however advised that this branch line has not beenconsidered in the design of the Abu Hamour tunnel. This may form future works by ASHGHAL and would need to be routedthrough the buffer zone.
NDIA has advised in a meeting on Monday 15th September 2014 that there are potable water lines already installed withinParcel B by the various contractors. KAHRAMAA has advised in a meeting on Wednesday 17th September 2014 that theexisting potable water lines within Parcel B are not permitted to be re-used, but the connection at the plot boundary may beutilised.
3.5 Coastal Conditions and Tidal Data
Tidal data has not been provided by MANATEQ for QEZ-1. However, tidal data from the New Doha Port (NDP) has beenobtained and used to assist in establishing the Chart Datum (CD) for QEZ-1 and therefore its correlation to the Qatar NationalHeight Datum (QNHD).
The information obtained from the NDP contains tidal data from the Hamad International Airport (HIA) area, which is of morerelevance to QEZ-1 due to its proximity to the development. The Harbour Master has been approached to formally obtain tidedata in the vicinity of HIA.
The Tidal data for the site can be assumed to be in the range stipulated, and the more conservative reading has been utilisedfor the purpose of establishing minimum development levels.
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3.6 Geotechnical Considerations
Ground water levels have been considered in the preliminary design for the stormwater network and design solution. This isdescribed further in Section 10 of this report.
The bullet points below summarise the Geotechnical Investigations completed to date for the QEZ development:
Total of 42 boreholes completed within the development.
Boreholes completed to a depth of 25m below existing ground level.
Highest water table level was found at 1.144m QNHD.
Lowest water table level was found at -1.2m QNHD.
Geophysical Investigation.
Additional verification boreholes.
Additional Verification boreholes to assess anomalies identified within the Geophysical Investigation report were carried out byACES in August 2014, and the outcomes provided in their Report September 2014. On assessment of the outcomes of theadditional verification boreholes, it has been determined there is no requirement for any ground improvement works.
3.7 Qatar Petroleum Easement
The existing QP utility easement within the MMUP expressways ROW has recently been expanded to 60m alongside thewestern boundary of Parcel A. This easement currently contains a 16” Jet Fuel Line and Fibre Optic Cable (FOC). It alsoincludes an allocation for a planned (future) 24” fuel line (noting this line is now upgraded from 20” to 24” as stated by QP inthe meeting dated 3rd Feb 2014).
This easement will impact the external road and interchange works connecting QEZ-1 to the East West expressway, and willlikely require external road and interchange works to be elevated to cross the jet fuel lines potentially affecting the road levelsat the entrance to QEZ-1 in order to achieve geometrical alignment (vertically) with the proposed interchange. QP hasconfirmed in the above meeting that a minimum 3m vertical clearance, and 1.2 and 3m respectively either side of any pipelineis required for any road crossing. This will need to be taken into consideration in the vertical alignment of the QEZ-1 roadnetwork where it ties into the main East / West Interchange. Utilities crossing under the QP pipelines must maintain a minimum600mm clearance from the invert of the QP pipe. The various utility connection point designs will be carried out in conjunctionwith QP and the applicable authorities.
The QP easement shares the QEZ-1 boundary at the north western edge of Parcel A. QP has confirmed that there are noconstraints on development/building setbacks etc provided that there is no work or encroachment impacting the 60m QPeasement in the aforementioned meeting.
Any works which may affect or encroach upon the QP easement will require a specific permit prior to any such workscommencing. Due to QEZ-1’s proximity to QP infrastructure, both the bulk earthworks contractor, and roads and infrastructurecontractors shall be required to liaise with QP and obtain any necessary permits prior to commencing their works (e.g. foraccess roads crossing the easement/over the pipelines).
This requirement has been included in the Earthworks and Site Grading Tender Documents, and will be included in the Roadsand Utilities Infrastructure Design and Build (D&B) Tender Documents.
3.8 High Speed Rail Link
In a meeting with Qatar Rail (QR) on 25th June 2014, QR confirmed that the proposed High Speed Rail line alignment hasbeen modified to run in the expressways corridor, and is now not within QEZ-1 as previously planned. Accordingly, there areno direct impacts on the QEZ-1 plots. ASHGHAL in their design and construction of the main interchange for QEZ-1, will needto consider the rail alignment in the foundation design.
3.9 Qatar Rail - Impact on Access and ROW Due to Pier Locations
QR has been granted a section of Parcel B to accommodate the QR Red Line South rail line. The proposed QR alignmentcrosses the QEZ-1 64m ROW adjacent to the proposed Al Matar Road Interchange. QR has advised that the typical pierspacing is 32m and therefore has the potential to impact the 64m ROW requiring consideration in any future road and utilitynetwork design stages for Parcel B. QR will appoint a Design and Build (D&B) Contractor to undertake the Red Line Southworks. Consultation with QP and their D&B contractor will be required to obtain design information that is applicable to theQEZ-1 Parcel B ROW during any subsequent design stages for Parcel B.
Coordination with ASHGHAL Expressways Program is required to integrate design works and address any boundary issuesbetween QEZ-1 and the East/West Corridor Right of Way (ROW).
3.10 East - West Expressway Corridor
The proposed East-West Expressway is being carried out by ASHGHAL as part of their expressways program. The maininterchange for QEZ-1 is to be designed and constructed by ASHGHAL. However, ASHGHAL’s timing of design andconstruction of the interchange may not align with/be in time for the development and ultimate occupation of QEZ-1. As theE/W Interchange is critical for the accessibility and functionality of QEZ-1, it is recommended that MANATEQ develop astrategy to ensure the design and construction of the East-West Interchange is provided in time to meet the intended phaseddelivery of QEZ-1.
There may be overlapping construction works and access/egress issues and these will need to be carefully considered duringthe construction stages of QEZ-1 for road infrastructure and buildings.
3.11 Qatar Petroleum Natural Gas
QP has advised in the meeting dated 3rd September 2013 at QP offices, that there are no existing or future planned CNGdistribution mains within the vicinity of (or that can service) QEZ-1. The minutes of this meeting are contained in Appendix L ofthis Report. MANATEQ has instructed that a gas system is to be provided within QEZ-1, and details of the proposed gasnetwork are found in Section 14.0 of this report.
4.0 EARTHWORKS PACKAGE / GRADING PLAN
The Earthworks Tender Documents were issued for Tender by MANATEQ/ASTAD, with tender submissions received forMANATEQ/ASTAD evaluation. As instructed by MANATEQ/ASTAD on 13th October 2014, the Earthworks Tender Documentswere to be revised in order to re-issue for Tender, and have incorporated amendments arising from the Tender Clarificationand Query process which formed part of the initial tender. The revised Tender Documents were issued to ASTAD on 16 th
October 2014. The Earthworks Tender Documents is presented in Volume II Appendix J.
The grading plan developed as part of the Concept Master Plan and incorporated into the Earthworks and Site Gradingrevised Tender Documents (submitted to ASTAD 16th October 2014) takes into consideration the following key issues:
Allowance for future rise in Sea Levels. The indicative minimum development height to account for a potential rise insea levels is +3.7m QNHD (+5.0m CD). This level assumes a sea level rise of 5mm per year, and factoring in stormsurges in a 1 in 100 event, wave setup, and a safety buffer of 0.5m for elevated groundwater conditions;
Consideration of the existing surface levels, external interface and land use, surface profiling, and the proposedsurface drainage strategies and gravity systems; and
Meeting the requirements of Ministry of Environment (MOE).
The proposed Earthworks and Site Grading Scheme is presented in Appendix J of this report. Based on this plan, it isestimated that approximately 2.54 million m of imported material will be required for grading purposes (noting this excludes thefill quantities required in the No Fill Area as defined in the Earthworks Tender Drawings). Table 4.1 provides the respectivecut/fill volumes for Parcel A Phases 1 & 2.
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Table 4.1: Grading Volumes (refer to Earthworks Package)
Fill Area 1,922,001.634 m2 739,837.061 m2 1,182,979.798 m2 537,810.981 m2 1,036,296.201 m2
Plan Area 2,051,553.473 m2 764,121.965 m2 1,287,265.852 m2 561,784.987 m2 1,140,570.556 m2
Maximum CutDepth
1.526 m 1.526 m 1.287 m 1.871 m 1.287 m
Maximum FillDepth
6.805 m 6.805 m 3.464 m 3.156 m 3.464 m
AverageDepth
-1.591 m -1.643 m -1.562 m -1.553 m -1.437 m
It is important to note that the Grading plan has been developed to formation level, which is to the underside of the pavementlayers. The Final Surface Level (FSL) will therefore be approximately 600mm higher to account for the pavement build up(sub-base, base course, asphaltic courses).
The grading scheme has been assessed as part of the Preliminary Design process to account for:
Gravity fed utility systems;
Surface drainage and landscaping strategy (grading for effective drainage);
External Works (e.g. the East/West Corridor), and main interchange;
Gradients for the internal road network;
Buffer Zone Interface and level difference,
Surface profiling;
Grading to respect existing controls.
The above factors are important items to ensure the design works are in accordance with authority standards, and addressdesign and network functionality requirements - whilst minimising the volume of imported fill required.
Figure 4.1: QEZ1 Parcel A Grading Scheme (Cut & Fill Depth Bands)
5.0 PHASING STRATEGY
MANATEQ has stated that the Roads and Infrastructure works forthe first proposed occupation of initial plots will occur in 2018.
In order to ensure the Phase 1 can be made ready for occupation, consideration must be given to the necessary roads andutilities infrastructure which must be functional and commissioned to ensure occupations can take place.
5.1 Phasing – Roads and Infrastructure
In planning for the phasing of development, consideration must be given both to functionality and capital expenditure requiredto provide the necessary level of road and infrastructure networks and facilities at the planned time of occupation. Criticalwill be necessary to ensure there is sufficient road and utility capacity to service the proposed land development program overtime.
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has stated that the Roads and Infrastructure works for Phase 1 are to be completed by the end of 2017, and that
be made ready for occupation, consideration must be given to the necessary roads andutilities infrastructure which must be functional and commissioned to ensure occupations can take place.
Roads and Infrastructure
of development, consideration must be given both to functionality and capital expenditure requiredto provide the necessary level of road and infrastructure networks and facilities at the planned time of occupation. Critically it
e there is sufficient road and utility capacity to service the proposed land development program over
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The utility network drawings presented in Appendix B of this report indicate the phased areas plus elements of the utilitynetwork and facilities required for Phase 1. Where a permanent facility is required for both Phase 1 and Phase 2 of Parcel A, itis considered that this will be constructed as part of Phase 1.
Discussions with the various Service Authorities in efforts to secure approvals have continued and documentation of theoutcomes of these meetings is highlighted in Appendix L.
The Preliminary Engineering Phase 1 designs take into consideration temporary utility supply/discharge/facilities until suchtimes as the external mains are available. Consideration of MANATEQ’s build out program for Phase 1 has been made toaddress any specific maintenance issues which may arise e.g. not achieving self cleansing velocities due to the build out rate,and requirement to increase flushing of the lines by ASHGHAL once the roads and infrastructure construction andcommissioning is complete, and the network is taken over by ASHGHAL.
5.2 Utility Demand Loads
Reference is made to the utility network drawings in Appendix B which should be read in conjunction with this section of thereport. The drawings show the respective utility networks. The utility demand loads are provided for both the Base Case andthe Uplifted Case. All respective utility design calculations and demand loads are presented in Appendix C.
5.3 Design and Construction Interface between Phase 1 and Phase 2
QEZ-1 Parcel A is being developed in two (2) phases, with the northern portion of the development (Phase 1) being designedand constructed initially, followed by the southern portion (Phase 2). In order to achieve efficient and cost effectiveinfrastructure networks, consideration has been given to QEZ-1 and as a whole, and in particular Parcel A. As a result, thereare elements of the infrastructure networks required for Phase 1 which are located within Phase 2. These include:
400kV Super Primary Substation (SPS) and 132kV transmission cables which traverse Phase 2 from the SPS toconnect to the two (2) Primary substations required for Phase1.
Combined Potable / Fire Water Reservoir, and transmission line which traverse Phase 2 from the reservoir todistribute within Phase1.
Gas Storage tank located in Phase 2 and distribution lines running from Phase 2 into Phase 1.
Two (2) temporary sewerage lifting station for Phase 1 and Phase 2 demand loads. One located within Parcel A, andthe other within Parcel B to account for the Metro plot demand loads.
The infrastructure facilities can be constructed as part of Phase 1, with the site area defined as part of their contract.
The transmission lines can be constructed in the applicable ROW corridor. The Phase 1 and Phase 2 road levels will beissued to the Contractor for Phase 1 works to incorporate into their construction works to ensure the pipelines and cables areconstructed to the correct depth and cover, noting the road and remaining utilities in these ROW will be delivered as part ofPhase 2 Contractors works.
With respect to the tender documents for Phase 2, the extent of works can be clearly defined to delineate the works packages.The areas which require further attention during the packaging of the Tender documents include:
Protection of transmission lines by the Phase 2 Contractor whilst they carry out their works.
Interface between the two Phases, and timing of handover and commissioning e.g. where the distribution lines withinPhase 1 are connected to Phase 2/road tie-ins.
Interface and timing of works around the infrastructure facilities, and utility lines crossing Phase 2.
Commissioning Process.
The envisaged timing of commencement and completion of each construction package will also affect the strategy to addressthese issues. Alternately, a single Contractor undertaking both Phases of the development will alleviate the treatment of theseissues.
5.4 Temporary Access to QEZ-1 Phase 1
Subject to the initial occupation of QEZ-1, and the construction of the main interchange for QEZ-1, a temporary access roadwill be required to allow traffic movement into and out of the development during the early period of occupation.
A temporary road access can be provided at either the proposed location of the main interchange, or at another of the majoreast/west roads where it can be connected to the East/West Expressways Corridor (and subject to MMUP/ASHGHALapproval).
The temporary road access will need to cater for the level of service during the initial occupation (MANATEQ envisages 20%build out year on year for 5 years) until the main interchange is constructed. That is, the traffic volumes will be lower during theinitial occupation, so a simple right in/right out configuration may be suitable (subject to authority requirements and approval).The type of temporary interchange will also be constrained by the requirements of MMUP and ASHGHAL in aligning into theexisting road network, and Expressways package PO11 which is currently under construction.
It is envisaged that the temporary access road that will be required for Phase 1 will provide access to Phase 2, via the roadinternal road network.
Whilst there is a requirement for utility networks in the location of the major interchange, there are no major utility transmissionlines proposed to be located within the footprint to ensure utility impacts on the design and construction of the maininterchange are limited. It is noted the major incoming utility lines for power/potable water/TSE are located in the SW corner ofthe development.
5.5 Limit of Works to Accommodate the Main Interchange
The design of the main interchange (by ASHGHAL) will determine the ultimate tie in point to QEZ-1. The tie in point needs tojoin with QEZ-1 roads and infrastructure design (and constructed works). The Limit of Works (LOW) for QEZ-1 will bedeveloped during the Preliminary Design stage to define this tie in point, and defined to minimise the level of abortive designand construction works.
The proposed northern crossing between Parcel A and Parcel B is not considered necessary from a traffic perspectiveaccording to the traffic model, and has not been considered in the design process. That is, the road and utility design assumesthere will be no future crossing at this location, and no requirement to define a Limit of Works. Ultimately, shouldMMUP/ASHGHAL require this connection, the future design will need to be modified to incorporate the connection. However, itmay be required if the developer (MANATEQ) decided to use it for the Secured Zone as a secured connection between ParcelA and Parcel B.
5.6 Right of Way (ROW)
The MMUP Right of Way (ROW) standard sections 2012 have been summoned as a reference in the design and allocation ofutility corridor arrangements in respect to associated ROWs. The utility configurations assigned for QEZ-1, based on 2012MMUP cross sections are presented in Appendix I.
In some instances ROW widths assigned for QEZ-1 differ from the MMUP 2012 design criteria, and as such utility corridorshave been amended accordingly.
The 2014 MMUP Standard ROW Sections have been issued by MMUP; however these have not been used for QEZ-1. BothKAHRAMAA (Power Division) and KAHRAMAA (Water Division) have advised these sections have not been approved byeither authority. Additionally, the guidance notes for the 2014 sections advise that they only apply to projects which are newsubsequent to the issue of the 2014 sections, noting design for QEZ-1 commenced in 2013.
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5.7 Plot Connections
Utility plot connections are shown on the respective utility network drawings found in Appendix B of this Report.
5.7.1 Plot Connections and Developer Flexibility
For the QEZ-1 development AECOM have proposed to utilize two typical plot connection strategies subject to the size of theoverall plots to maximize the overall flexibility to the individual plot developers. The strategies have been split for ‘StandardPlots’ and ‘Super Plots’.
5.7.2 Standard Plots
For the Standard Plots AECOM has developed a connection strategy that will allow a single connection for each of the utilityservices to the most centralized location of the plot to give the developer the best location to drain their private gravity stormwater and foul sewer networks to the discharge chamber. The connection point will be able to accommodate the necessaryutility supply or discharge for the entire plot. The plot developer will have a service corridor within his plot to allow thenecessary private utility networks to discharge to the proposed utility connection points.
Where the plots are larger in scale than typical plot sizes additional multi utility connections will be provided to ensure that theplot can be serviced by gravity networks from the furthest location of the plot to allow the developer optimum flexibility in thebuilding design and the location of washrooms.
Please refer to Figure 5.1 that shows the typical connection details for Standard Plots:
Figure 5.1: Typical Connection Points Details for Standard Plots (Typical Sections)
5.7.3 Super Plots
For the Super Plots AECOM has tried to develop a connection strategy that will allow a developer as much flexibility aspossible by providing multiple connection points for each of the utility services to numerous locations of the super plot.
Furthermore, each of the connection points will be able to accommodate the necessary utility supply or discharge for the wholeof the plot. This gives the plot developer the option to have one single source of discharge/supply for one potential overallbuilding or to split the plot into various sub divisions and allows for multiple connections.
The plot developer will have an internal service corridor within his plot (to be designed by the plot developers consultants)allow the necessary private utility networks to discharge to each of the various multi utility connection points.
Please refer to Figure 5.2 that shows the typical connection point details for Super Plots.
Figure 5.2: Typical Connection Points Details for Super Plots (Typical Sections)
5.7.4 Gate Levels
Plot Access points defined within the Detailed/Final Master Plans have been adopted in the Preliminary Engineering design asagreed with MANATEQ in the Public Realm/Landscape Working Session on 24th September 2014.
Gate levels have been established based on these plot access points. Details of the road sections showing the gate level arefound within the Roads Preliminary Design drawings contained within Appendix
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The plot developer will have an internal service corridor within his plot (to be designed by the plot developers consultants) toto discharge to each of the various multi utility connection points.
Please refer to Figure 5.2 that shows the typical connection point details for Super Plots.
Figure 5.2: Typical Connection Points Details for Super Plots (Typical Sections)
Plot Access points defined within the Detailed/Final Master Plans have been adopted in the Preliminary Engineering design asin the Public Realm/Landscape Working Session on 24th September 2014.
Gate levels have been established based on these plot access points. Details of the road sections showing the gate level arefound within the Roads Preliminary Design drawings contained within Appendix A of this Report.
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6.0 ROAD NETWORK – TRAFFIC AND TRANSPORTATION
This section presents the Transport Impact Assessment (TIS) for both the Internal and External Roads and Junctions that arerelated to Phase - 1. The TIS uses the planning data established by the CMP and further developed during the DMP for tripgeneration process and later for the transport assessment required to ensure the functionality of the proposed road hierarchyand access points for the development.
The main objective from this report is to provide the necessary design guide lines of internal road network for the developmentalong QEZ-1, taking into consideration the proposed land use and the road hierarchy from the CMP and further developedduring the DMP. This report includes the basics of the internal roadway design and parameters.
6.1 Road Corridor Plan
The road corridors have remained in accordance with the abridged Concept Master Plan as much as possible with somechanges occurring to the alignment and number of road corridors provided to accommodate the ‘super plots’. The corridorsare detailed on the ‘Roads Hierarchy Plan’ and are comprised of the following corridors:
The road hierarchy conforms to standards depicted in the QHDM standard Table 1 and Table 1.4. These are the standardswhich are adopted by both MMUP and ASHGHAL. However, due to the close proximity of the intersections and their types asSignalized Junctions, the cross-sections were modified on some roads. This is clear in the proposed road layout presented.
Within Phase 1 of the development the main access into the site will be obtained via the grade separated single pointsignalized Interchange positioned above the east – west corridor. This access point directs all vehicles onto the 64m mainboulevard. At the first junction of the boulevard trucks will be prohibited from travelling straight across the junction, insteadthey will turn left or right to travel on the 40m circulatory loop around the site. Figure 6.1 demonstrate the road hierarchy forQEZ-1 roads.
6.2 Road Network Plan
The road hierarchy plan illustrates the different road corridors and how they are arranged throughout the site. The roadhierarchy has a dominant 40m corridor loop within Parcel A, this 40m corridor loop aims to encourage large vehicles tocirculate on the 40m corridor resulting in easy access and navigation of the site.
The “Roads Intersections” plan illustrates the types of junctions and where they are located on the network. The signalizedintersections provide turning movements in all directions and are required based on traffic flow at the junction, however, U-Turns are prohibited for Heavy Vehicles, and instead they have to go around blocks to make this movement. These junctionspredominately connect the 40m circulation loop to the surrounding 32m corridors.
Roundabouts are used on the external road network and on the periphery of the site where traffic flow does not have adominant movement and therefore the junction naturally balances itself with a roundabout.
All other junctions throughout the site will be right in right out arrangements. This is common practice in Qatar; U-turnmaneuvers will be facilitated at roundabouts for all vehicles. In addition the ‘block’ arrangement on the network also facilitateseasy navigation in-particular the Heavy Vehicles and once motorists leave the internal 40m corridor loop road. Prominent wayfinding signage will be utilized along with Advanced Directional Signing to navigate the site.
The network enables access to all properties for all vehicles with only a truck restriction present on the eastern side of themain boulevard and throughout the commercial / residential active waterfront area. This truck restriction may be lifted forservice vehicles outside of the peak hours, however if possible these buildings will be serviced from the rear, away from themain boulevard.
The Traffic Impact Study (TIS) for the QEZ-1 development was assessed using the Qatar Strategic Transport Model (QSTM)following MMUP Guidelines and Procedures for Transport Studies, May 2011. The QSTM is an important modeling strategicplanning tool that is currently used for many transportation projects in Qatar. MMUP continuously updates this model to enablethe robust assessment of future developments and its traffic impact on the supporting road network.
6.2.1 Secondary Road Network
The predominant circulation around the site will occur along the 40m corridor once both Phase 1 and 2 are operational.However in the interim period a ‘mini’ loop is created within Phase 1 to circulate around the site. This utilizes the 40m corridorto the north of the main boulevard as per the final layout but connects the 40m corridor via a 32m tertiary link road. The trafficmodel supports this layout and operation, and operates within capacity due to the limited operational properties in Phase 1.Figure 6.2 and Figure 6.3 illustrate the two loop roads.
It is expected that the majority of trips into and out of the site will be via the main entrance from east – west corridor duringPhase 1 of the development. The 64m corridor then peels off north or south for trucks to access the remainder of the highwaynetwork and the internal 40m loop road. Prominent wayfinding signage will be used to help guide trucks to the appropriateroute. From this junction - towards the MANATEQ Headquarters, the road width narrows to two lanes in each direction,however the increased width of the footways creates additional space for public realm features and a vibrant mix of uses andactivities.
6.2.2 Tertiary Road Network
The tertiary road network is made up of 32m and 24m corridors, it is expected that these roads will carry less through trafficonce the entire site is operational, however during Phase 1 the east to west link is a 32m corridor. The local roads will providedirect access into properties.
6.2.3 Road Cross Sections
The road cross sections are in accordance with the MMUP cross sections, with one exception being the 64m corridor on themain boulevard from the main truck routing intersection towards the MANATEQ Headquarters. Each cross section providespedestrian and cycle facilities and has capacity to accommodate bus stops for the public transport network. The cross sectionsare summarized as follows:
40m corridor – creates an internal loop within Parcel A and is comprised of a Dual 2 highway with service lanesproviding local access to property frontages. To accommodate public realm features including tree planting; and awide footway / off carriageway cycle way, to encourage walking and cycling in the site, the on street parking has beenremoved from this cross section.
32m corridor – is comprised of a Dual 2 highway with no service lanes, access to properties is directly from the maincarriageway. Parking is provided along each side of the road where possible.
24m corridor – is a local access road and is single carriageway with parking provided along each side of the roadwhere possible.
It is recommended that further reference be made to the Public Realm Section of the Preliminary Design Report for additionalinformation on the layout of the cross sections. The Public Realm Preliminary Designs are presented as part of Volume IIIAppendix P.
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Figure 6.1: QEZ-1 Road Hierarchy
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Figure 6.2: QEZ-1 Internal Circulation Loop Full Development
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6.3 Geometric Design of the QEZ-1, Phase 1 Site
This section of the report details the highway design including the geometric design, highway alignment and junction layoutswhich are required in order to meet the trips generated from the Traffic Model.
6.3.1 Design Standards Adopted
The design standards used for the road design have been taken from the Qatar Highway Design Manual, supplemented by theUSA's AASHTO standards, the UK’s DMRB and the Draft LR & DP (Local Roads and Drainage Programme – ASHGHAL)Design Reference Manual.
The following are the key Design Technical Standards used for the highways design of the QEZ-1:
Qatar Highway Design Manual (QHDM) – 2nd Edition Dated January 1997. A policy on the Geometric Design of Highways and Streets (AASHTO). AASHTO Design Guide. Qatar Traffic Manual (QTM). Draft Local Roads and Drainage Project (LR & DP) Design Reference Manual. Guidelines and Procedures for Transport Studies – MMUP 2012. Qatar National Bicycle Master plan.
6.3.2 Design Vehicles
The road network is designed to accommodate the following design vehicles:
The following section summarizes the proposed different junction layouts.
Traffic SignalsSignalized intersections are located at all major intersections permitting turning movements in all directions. A truck U-turn banfor trucks will be in operation at the signalized junctions, U-turns for trucks will be facilitated at the roundabouts.
RoundaboutsRoundabouts are proposed at key locations to facilitate the circulation of traffic and the demand for U-turn movements.
Give way – priority controlGive way, priority control; intersections are the preferred method of connecting the minor corridors to the major distributorroads. These give way intersections connect into the service and access road rather than directly onto the main dualcarriageway, where service roads are present. On the minor corridors the give way junction connects directly onto the maincarriageway with no requirement for a service road.
6.4 Highway corridors and Service Roads
All highway corridors are designed in accordance with MMUP standard cross sections for an industrial area with a few slightvariants to the outside perimeter road. Access to and from each plot is maintained throughout the scheme, either direct fromhighway or via service lanes (depending on corridor width). In order to ensure properties around intersections have accessservice lanes are required to run around the edge of the intersection.
6.5 Speed Limits
80kph is the proposed design speed on the outer perimeter road and central distributor road, the road is classified as an‘urban distributor’ and will have a posted speed of 60kph. The major internal collectors, internal collectors and plot accessroads are proposed to be 60kph, as per guidance set out in Tables 1.1 and 1.3 of the QHDM.
6.6 Proposed Cross Sections
Four carriageway cross sections have been adopted for the road network that serves the plots. These cross sections are thestandard MMUP cross sections with a few slight variants to the outside perimeter road, as described in the following section.
6.6.1 District Distributor Roads
The district distributor roads have a design speed of 80kph and a posted speed limit of 60kph. The 40m corridor with ServiceRoad (Industrial) cross section (drawing No. EZ01-ES01-AEC-DRW-HE-252_01, can be found in Appendix A of this report) isused for these roads and comprises:
4.65m central median. Dual 2 lane carriageway (3.65m lanes) with 0.5m edge strip adjacent to the central median. 1.5m landscaped median. 4.0m service road. 2.2m parking bay. 3.0m shared footway/cycle-path.
6.6.2 Local Distributor (32 m Corridor)
The local distributor has a design speed of 80kph and a posted speed limit of 60kph. The 32m corridors (Industrial) crosssection (drawing No. EZ01-ES01-AEC-DRW-HE-252_02, can be found in Appendix A of this report) is used for these roadsand comprises:
4.65m central median. Dual 2 lane carriageway (3.65m lanes) with 0.5m edge strip adjacent to the central median. 2.5m parking bay. 2.017m minimum shared footway/cycle way.
6.6.3 Local Distributor (24 m Corridor)
The Local Plot Access Roads have a design speed of 60kph and and a posted speed limit of 40kph. the 24m Local UrbanAccess (Industrial) cross section (drawing No. EZ01-ES01-AEC-DRW-HE-252_03, can be found in Appendix A of this report)is used for these roads and comprises:
Single 2 lane carriageway (3.65m lanes). 2.5m parking bays. 1.5m buffer. 1.5m shared used path.
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6.7 Geometric Design Elements
6.7.1 General
AECOM adopted QHDM design standards for the design of Service Roads. During the design process; the design teamsupplemented QHDM with American Association of State Highway and Transportation Officials (AASHTO) and Design Manualfor Roads and Bridges (DMRB).
6.7.2 Design Speed
The key design controls that dominate geometric Road design are speed, physical characteristics and proportion of the trafficmix and the proposed design vehicle. Speed is one of the most important factors considered by travelers in selectingalternative routes or transportation modes.
The design speed is the driver for design criteria on all relevant road works elements. Throughout the preliminary design stagethe design team ensured provision of smooth and safe speed transition between the proposed road network design elements.The adopted design parameters comply with design speed at the location of application, i.e. stopping sight distances,horizontal/vertical alignment and cross sectional elements. In line with the project Brief, the design speed adopted for themajor roads is 80Kph and for the local ones is 50Kph.
The posted speed is the mandatory speed limit applied to a road. The speed limit is displayed on the roadside and isenforceable by law. The difference between design and posted speeds provides a fringe of safety to drivers who may chooseto travel faster than the posted limit. It actually represents the 85th percentile of the design speed that is the value at which15% of vehicles are likely to contravene or exceed the design speed. As per QHDM the Posted Speed is 60Kph and 40 Kph.
Table 6.1 indicates the main design speeds adopted for designing proposed geometric elements:
Table 6.1: General Design Elements Design Speed
Alignment Type Design Speed (kph)
Major Roads ( 40m & 32m) 80
Local Roads (24m) 60
6.7.3 Horizontal Alignment
The horizontal alignment of a road or highway produces a great impact on the environment, the fabric of community and theroad user; it consists of a series of curves and tangent sections. It should provide safe, continuous operation at uniform speedto road users travelling along the roadway. The factors which influence horizontal alignment are as follows:
Design speed. Road Classification. Topographical, adjacent land use and obstructions. Vertical Alignment. Safety provision. Cost of construction.
The horizontal alignments of these Service Roads are mainly governed by design speed. Due consideration is also given toavoid any land expropriation and achieve sight distance requirements. The adopted Design criteria for this section are asdetailed in Table 6.2.
Table 6.2: Horizontal Alignment Standards
Description Criteria Reference Standards
Service Roads
Curve type Simple curve QHDM/AASHTO
Superelevation for Main Alignments (max ) 2% QHDM, AASHTO
Superelevation value As per Tables/ Equations QHDM/AASHTO
Method of attaining super elevation As per Figure 3.4 QHDM
Transition length As per Table 3.2 QHDM/AASHTO
Relative gradient (max) As per Tables/Equations QHDM
Rotated lane adjustment factor As per Tables/Equations QHDM
Tangent run out (min) As per Figure 3.4 QHDM
Travelled way widening As per Figure 3.5 QHDM
Distance between two reverse curves (min) As per Section 3.6 QHDM
Corner radius at right turns Table 6.5, clause 6.7.5 QHDM
6.7.4 Stopping Sight Distance
Stopping Sight Distance (SSD) is the distance required by the driver of a vehicle travelling at a given speed to bring the vehicleto a full stop after an object on the carriageway becomes visible. It should be checked in both the horizontal and verticalplanes between two points in the centre of the lanes on the inside of the curve (for each lane in case of dual carriageways).
During design of this section, the necessary design checks have been carried out to ensure minimum SSD requirement ismaintained. All the horizontal curves are provided with either minimum or greater than minimum radius in relevance with thedesign speed. Similarly, all the vertical gradients and vertical curves also satisfy the minimum design requirement for roaddesign speed. Sight lines were also established (both in horizontal and vertical planes) to ensure that there is no obstructionfor a driver visibility and minimum SSD is achieved.
6.7.5 Full Overtaking Sight Distance
Full over Taking Sight Distance (FOSD) or Safe Passing Sight Distance (SPSD) is the minimum sight distance that must beavailable to enable the driver of a vehicle to pass another vehicle safely and comfortably, without interfering with the speed ofan oncoming vehicle. In the interest of safety and service, it is important to ensure sufficient visibility for overtaking on as muchof the road as possible. FOSD influences the average speed of the traffic especially when the highway is near operatingcapacity.
FOSD is applicable only for two lane two way roads. In Phase 1, FOSD has been applied and checked where this condition isrequired.
6.7.6 Horizontal Radius
The design of horizontal curves requires special consideration and is used to determine the dimensions of curved radii,transition lengths, pavement widening and super-elevation. It is proportional to the speed of a vehicle, super-elevation andside friction between the tire and the road surface. Where applicable the radii values were obtained from the QHDM.Horizontal alignment radii at junctions were mainly obtained from AASHTO as QHDM requires much larger curve radii thatrequires additional land take.
Accordingly, in order to reduce the impact on the surrounding areas and to attain a practical road scheme; the horizontal curvevalues were obtained from AASHTO as it provides practical horizontal curve radii that fulfill the safety requirements.
Where the radii values were obtained from AASHTO; relevant horizontal parameters were also extracted from the samesource in order to ensure consistent geometric design. (Drawing No. EZ01-ES01-AEC-DRW-HE-151, can be found inAppendix A of this report).
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In this section, all horizontal radii are designed to meet the Design Speed requirements as specified in AASHTO Section 3.2.For radii used in horizontal alignments, please refer to Horizontal Setting-Out Tables in Drawing EZ01-ES01-AEC-DRW-HE-151, located in Appendix A.
6.7.7 Super-Elevation
The carriageway horizontal alignment has been designed to standards listed in Table 6.2. A normal crown cross fall of 2% hasbeen adopted in the project. As a residential local road network, according to DMM and AASHTO standards no superelevationwill be provided. A 2% one side cross fall has been applied on right angle elbow bends.
6.7.8 Vertical Alignment
Vertical alignment consists of a series of grades and vertical parabolic curves. It should provide safe, continuous operation atuniform speed to road users travelling along the roadway by designing and enhancing the existing ground surface with dueconsideration to the factors below:
Design speed. Road Classification. Topographical, adjacent land use and obstruction. Horizontal alignment (radius, super-elevation etc.). Drainage. Earthworks (cut and fill). Tie-ins levels to the adjacent developments. Safety provision. Cost.
Apart from considering vertical alignment design standards mentioned in QHDM, the vertical alignment designs of this phaseis mainly governed by the tie-in levels at Junctions locations, and maintaining required SSD for particular road design speed.
For vertical alignments design refer to drawing’s EZ01-ES01-AEC-DRW-HE-200 series. The adopted design criteria for thissection are as follows.
Table 6.3: Vertical Alignment Standards
Description Criteria Reference Standards
Service Roads
Gradient (max) As per Section 4.2 QHDM
Critical length of grade As per Section 3.4.2 AASHTO
Crest Curve-K value As per Section 4.2 QHDM
Sag Curve-K value As per Section 4.2 QHDM
Where feasible higher K-value than the minimum volumes as per QHDM section 4.2 were used in order to provide smoothvertical alignments that will provide high level of performance.
6.7.9 Minimum Longitudinal Grade
Although from a vehicle operating point of view there are no reasons why a road cannot be level, drainage considerationsgenerally make this inappropriate.
A level road with a normal crown or unidirectional crown at the edge sheds water from the crown to the edge of the pavement;if longitudinal drainage is not possible then large areas of ponding will occur at the edge of the carriageway.
While it is possible to tackle this by channel grading (i.e. the use of varying falls outwards from the crown to create rise and fallalong the kerb line) or by over-edge drainage, neither of these arrangements is completely satisfactory, and it is far better toarrange for the mainline profile to have a longitudinal grade. In this phase, a minimum longitudinal gradient of 0.3% ismaintained on all roads. However; at limited tie in locations with the existing roadways; the longitudinal slope on the mainlinewas extended to connecting ramps that resulted in longitudinal gradients below the minimum.
For minimum longitudinal gradient used in vertical alignments design of roads, please refer to Appendix A.
6.7.10 Rate of Vertical Curvature
The vertical curves are provided at all change in gradient in the vertical profiles. The provided vertical curvatures are largeenough to offer comfort, effective drainage and stopping sight distances (SSD) to the road users travelling at a specific designspeed. In this phase, the SSD on all roads vertical alignments has been checked and verified against specific design speedrequirements, by considering driver’s eye height of 1.05m and object height of 0.26m as per QHDM.
6.8 Pedestrian and Bicycle Strategy
Pedestrian and cycle facilities are provided as per the MMUP standard details for an industrial area. Footways are providedadjacent to buildings and these accommodate vulnerable road user movements.
Dropped Kerbs - will be proposed at all side road intersections guiding pedestrians and cyclists into a safe place in which tocross the carriageway where inter visibility between vulnerable road users and oncoming traffic can be maintained.
All proposed cycle facilities are off highway, however should the design change as the site evolves dropped kerbs will also beprovided to enable a safe transition from off road cycle way to on road cycle way and vice versa.
Zebra Crossings – are not deemed suitable for a Dual 3 carriageway and should only be positioned on single carriagewayroads.
6.9 Road marking and Traffic Signs
Appropriate road marking and traffic signs will be provided all over the road network of QEZ-1 as per the provisions of QatarTraffic Manual.
6.10 Pavement Design
Typical pavements have been designed using QHDM, Chapter 9 for the following:
40m and 32m ROWs; 24m ROWs; Residential ROWs; and Block paved parking areas.
6.10.1 Major Roads 40m and 32 m ROWs
Main Roads with ROWs of 40m and 32m have been designed using the maximum heavy vehicle traffic of 371 movements perday for these ROWs per the VISSUM model. 100% of traffic has been assumed to travel in the outside lane and all lanes havebeen designed for this load. The design life of the pavement is 20 years in accordance with the scope of works and thestandard 5% escalation of traffic volume per year has been applied. A typical ESA load of 6.0 has been applied for thearticulated truck. The design life ESAs for this pavement has been calculated at 27million, giving a pavement type of T-6.
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Using QHDM figure 9.2 and a subgrade class of S1 (due to the construction of these roads on compacted fill), a wearingcourse of 40mm MD 4 Asphaltic Concrete, a Base of 250mm and sub base of 200mm have been selected based on asubgrade preparation of CBR 15-25% at 95% of MDD to a depth of 300mm.
Pavement Type (1)
o 40mm 1*LIFT Asphalt Wearing Course (MD4)–(ACP-(SC-TYPE1))
o 250mm 2*LIFT Road base-(MD1)- (ACP- (BC-TYPE1))
o 200mm 2*LIFT Aggregate Road Sub-Base (RSUB)
6.10.2 Minor Roads – 24m ROWs
Minor roads with a ROW of 24m or less have been designed using the maximum heavy vehicle traffic of 125 movements perday per the VISSUM model. The design life of the pavement is 20 years in accordance with the scope of works and thestandard 5% escalation of traffic volume per year has been applied. A typical ESA load of 6.0 has been applied for the W-40articulated truck. The design life ESAs for this pavement has been calculated at 9 million, giving a pavement type of T-4.
Using QHDM figure 9.2 and a subgrade class of S1 (due to the construction of these roads on compacted fill), a wearingcourse of 40mm MD 4 Asphaltic Concrete, a Base of 190mm and sub base of 200mm have been selected based on asubgrade preparation of CBR 15-25% at 95% of MDD to a depth of 300mm.
Pavement Type (2)
o 40mm 1*LIFT Asphalt Wearing Course-(MD4)-(ACP(SC-Type 1))
o 190mm 2*LIFT Asphalt base Course-(MD1)-(ACP-(BC-TYPE1))
o 200mm 2*LIFT Aggregate Road Sub-Base (RSUB)
6.10.3 Residential ROWs
The residential boulevard that runs along the sea-front has been designed using the maximum heavy vehicle traffic of 49movements per day per the VISSUM model. 100% of traffic has been assumed to travel in the outside lane and all lanes havebeen designed for this load. The design life of the pavement is 20 years in accordance with the scope of works and thestandard 5% escalation of traffic volume per year has been applied. A typical ESA load of 2.0 has been applied for rigidvehicle truck expected to be the main heavy vehicle accessing this area. The design life ESA for this pavement has beencalculated as 1.2 million.
This is slightly outside the range normally applied for type T-1 pavements; however some maintenance is normally required forthese pavement types for aesthetic reasons rather than structural reasons before the end of the design life and provides anopportunity for any additional structural maintenance that may be necessary as a result of the increased traffic forecast.Based on a subgrade class of S1 (due to the construction of these roads on compacted fill), a wearing course of 80mmprecast concrete blocks on a 30mm sand wearing course, a Base of 200mm granular road base and a sub base of 200mmgranular road base have been selected based on a subgrade preparation of CBR 15-25% at 95% of MDD to a depth of300mm.
6.10.4 Block paved parking areas.
Normally a T-0 type pavement would be used for parking areas, however as a higher frequency of heavy vehicles is expectedto use these areas, the higher T-1 specification has been selected.
This consists of a wearing course of 80mm precast concrete blocks on a 30mm sand wearing course, a Base of 200mmgranular road base and a sub base of 200mm granular road base have been selected based on a subgrade preparation ofCBR 15-25% at 95% of MDD to a depth of 300mm, based on a subgrade class of S1 (due to the construction of these roadson compacted fill).
Pavement Type (3)
o 80mm 1*LIFT Precast Concrete Blocks
o 30mm 1*LIFT Sand Bed Course
o 200mm 2*LIFT Aggregate Road Base RB)
For pavement layout and pavement types refer to drawings EZ01-ES01-AEC-DRW-HE-501-1 & EZ01-ES01-AEC-DRW-HE-601-07) in Appendix A.
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7.0 POTABLE WATER & FIREFIGHTING SYSTEM
7.1 Introduction
7.1.1 General
The Preliminary Engineering Design for the combined potable water and firefighting Network delivers on the designphilosophy, methodology and findings adopted for the potable water and firefighting infrastructure works dictated for QEZ-1.
The potable water and firefighting system has been sized and configured to cater for all the land uses presented in QEZ-1,considering industrial, showroom, mixed-use, residential, retail and commercial facilities. The consumption rates and demandloads specific to each land profile are detailed herein. The design has progressed, taking into consideration acceptableengineering practices within Qatar and on the technical parameters established by leading Authorities, namely KAHRAMAA(Water Division) and Qatar Civil Defence. All design parameters are further detailed in this section.
A potable water distribution network is generally composed of a looped series of pipes, valves and other appurtenances,conveying potable water from a defined supply source to the end users by means of pressure, facilitated by an assignedpumping facility. The QEZ-1 water supply and distribution system has been sized to satisfy the potable water demand at theplot level, and also deliver on the respective fire demand load.
The QEZ-1 Phase 1 potable water and firefighting network consider the following design parameters:
The combined potable water & firefighting water reservoir has been allocated a plot within the QEZ-1 Master Plan,namely Plot No. PA-UT-12, located within Phase 2. The reservoir has been strategically located to align with theexisting 900mm water supply main running adjacent to the development.
A hydraulic model was prepared for the entire system to validate the size of the distribution mains. Utility connections to each plot and major utility facility within Phase 1. Location and spacing of Fire hydrants in line with KAHRAMAA and Civil Defence standards.
Note:The scope of the Potable Water Network is bound by the roads ROW limits. KAHRAMAA has legal access 24 hours a day toallow for the necessary maintenance works on the water network.
7.1.2 Existing Potable Water Network
The existing water network serving Qatar is managed and maintained by KAHRAMAA - the Water and Electricity Authority inQatar.
Based on the received data, the existing potable water infrastructure adjacent to the development has been assessed. Thefollowing networks run in close proximity to the QEZ-1:
A 900mm diameter and a 1,400mm diameter water main is currently laid in parallel to Al Wakra Street (located on thewestern edge of the QEZ-1 development).
A 900mm water main exists as part of the Expressways Works.
One 1,200mm water main crosses the southern coverage of Parcel A. The water main leads up to the Ras AbuFontas Desalination and Power Plant. MANATEQ and KAHRAMAA are currently in discussions to deviate the1,200mm water main.
One 900mm water line crosses the project area from the southern edge and then proceeds to run parallel to the GRing Road. Similarly, this water line will be relocated and may require routing within the new QEZ-1 ROW due to QRutilization of the land to the south of QEZ-1 Parcel A. The existing potable water network is presented in Figure 7.1. Afull profile of the existing utilities adjacent to the QEZ-1 development is presented in Appendix B Annexure A.
Figure 7.1: Existing Potable Water Pipelines
In order to secure potable water supply to the development the QEZ-1 potable water network will connect to the diverted900mm water main. The exact connection configurations shall be defined once KAHRAMAA and MANATEQ agree on thediversion strategy for the existing 900mm and 1,200 mm potable water mains. The proposed connection details are presentedin Appendix B Annexure A.
7.1.3 Population & Demand Projections
The data used for the demand projections was developed by the AECOM Master Plan team. This document is the basis of theinformation utilized to determine the population and demands for the development of infrastructure facilities of this project.
The focus of the demand projections is to broadly determine the infrastructure requirements for potable water. In general, theestimates are based on a population projection or gross floor area calculation depending upon the type of water use or buildingserved. The projections are produced in order to approach KAHRAMAA with reasonable estimates of the water demand for thedevelopment. The figures are to be updated during the detail design stage of the project if additional design or planning dataprescribes so.
7.1.4 Potable Water Demand Rates
The water demands in QEZ-1 consider the Uplift population figures. All municipal water demands and peak factors are in linewith KAHRAMAA standards. The rates followed to derive the overall water demands are presented in Table 7.1. AlthoughQEZ-1 is categorized as a light industrial development, it is important to note that industrial water rates as per KAHRAMAAguidelines are not applicable to QEZ-1. Industrial rates, as presented by KAHRAMAA are considered high and are deemedapplicable for medium / heavy industry applications. Accordingly, and in consideration of best engineering design practice,AECOM has relied on commercial and residential (as applicable) consumption rates to calculate the water demands in thedevelopment. As previously stated, conservative values have been utilised to provide some flexibility in the later designstages.
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Table 7.1: Unit Rates for Domestic Potable Water Consumption
Code Land UseWater Demand Rate forWorkers (L/person/day)
Water Demand Rate forResidents (L/person/day)
Water Demand Rate forVisitors (L/person/day)
HQ MANATEQ Head Quarters 100 80
MU Mixed Use Residential 100 400 80
CO Commercial/Retail 100 80
HO Hospitality 350 280
SR Showrooms 80 64
WH Warehouses/Logistics 80 64
AS Assembly 80 64
CF Service Hubs 80 64
7.1.5 Potable Water Demand Loads
The rates established in Table 7.1 were used to finalize all potable water demand calculations. The potable water demandloads for QEZ-1 is presented herein. A detailed breakdown of the potable water demand calculations are presented inAppendix C Annexure A.
Table 7.2: Projected Potable Water Demands for QEZ-1 per Parcel (Base Case)
Catchment PopulationAverage DailyDemand (ADD)
(m3/day)
ADD(l/s)
15%Un-
accounted+ ADD (l/s)
PeakFactor(daily)
Peak DailyDemand
(PDD) (l/s)
%15Un-
accounted + PDD (l/s)
Makeup Waterfor District
Cooling(m3/day)
Parcel A 22,431 2,716.56 31.44 36.16 1.50 47.17 54.24 *1,975
Parcel B 18,919 4,384.67 50.75 58.36 1.50 76.13 87.54 -
Total 41,350 7,101.22 82.19 94.52 1.50 123.29 141.78 *1,975
*Potable Water shall be used as District Cooling Makeup Water as an interim solution, until the proposed TSE main is fully constructed andoperated.
Table 7.3: Projected Potable Water Demand for QEZ-1 per Parcel (Uplift Case)
Catchment PopulationAverage Daily
Demand (ADD)(m3/day)
ADD(l/s)
15%Un-
accounted+ ADD (l/s)
PeakFactor(daily)
Peak DailyDemand
(PDD) (l/s)
%15Un-
accounted+ PDD (l/s)
Makeup Waterfor District
Cooling(m3/day)
Parcel A 26,803 3,232.50 37.41 43.03 1.50 56.12 64.54 *2,358
Parcel B 19,057 4,405.87 50.99 58.64 1.50 76.49 87.96 -
Total 45,860 7,638.37 88.41 101.67 1.50 132.62 152.50 *2,358
*Potable Water shall be used as District Cooling Makeup Water as an interim solution, until the proposed TSE main is fully constructed andoperated.
The projected potable water demand per phase is presented as part of Table 7.4 and Table 7.5.
Table 7.4: Projected Potable Water Demand for QEZ-1 per Phase (Base Case)
Total 45,860 7,638.37 88.41 101.67 1.50 132.62 152.50
Table 7.6: Projected Potable Water Demand for QEZ-1 per Parcel for Phase-1 (Base-Case)
Catchment PopulationAverage Daily
Demand (ADD)(m3/day)
ADD (l/s)15%
Un-accounted+ ADD (l/s)
PeakFactor(daily)
Peak DailyDemand (PDD)
(l/s)
%15Un-accounted +
PDD (l/s)
Parcel APhase 1
11,950 1,228.13 14.21 16.34 1.50 21.32 24.52
Parcel BPhase 1
3,669 711.88 8.24 9.48 1.50 12.36 14.21
Total 15,619 1,940.01 22.45 25.82 1.50 33.68 38.73
Table 7.7: Projected Potable Water Demand for QEZ-1 per Parcel for Phase-1 (Uplift Case)
Catchment PopulationAverage Daily
Demand (ADD)(m3/day)
ADD (l/s)15%
Un-accounted+ ADD (l/s)
PeakFactor(daily)
Peak DailyDemand (PDD)
(l/s)
%15Un-accounted +
PDD (l/s)
Parcel APhase 1
14,344 1,473.03 17.05 19.61 1.50 25.59 29.41
Parcel BPhase 1
3,721 721.96 8.36 9.61 1.50 12.53 14.41
Total 18,065 2,194.99 25.41 29.22 1.50 38.12 43.82
The bulk demands for water in Table 7.4 and Table 7.5 include peak factors, which accommodates water demand required toserve firefighting applications.
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7.1.6 Authorities Information and Communications
KAHRAMAA (Water Division) has been contacted to discuss the existing services, the proposed development, and the bulkload application. Details of previous communications and meetings are included in Appendix L of this report.
A bulk load application has been developed and submitted to KAHRAMAA separately.
7.2 Proposed Potable Water and Fire Fighting Network
The proposed potable water and firefighting system will form a combined system as opposed to independent systems. Thepotable water network will follow a looped configuration in order to secure dual feed throughout the system – a looped systemallows one segment of the network to be brought offline for maintenance, without interrupting supply. Furthermore, a loopedsystem offers benefits in that pressure distribution is more uniform throughout the network.
Details pertaining to the potable water network are presented in Appendix B, Annexure A, drawing reference EZ01-ES01-AEC-PD1-DRW-PW-101_01 and EZ01-ES01-AEC-PD1-DRW-PW-102_01.
Service pipes will be connected to the main lines through tapping saddles, in accordance with KAHRAMAA Guidelines. Theservice pipes will extend one meter inside the plot limits where they shall be capped for future connection to the internalplumbing building systems.
Subject to the availability of TSE at the time of operating the District Cooling Network, potable water may be required on atemporary basis to supply the network. KAHRAMAA (Water Division) has advised that potable water may be permitted to beused in such instances; however, the design will need to be submitted for review by KAHRAMAA.
If potable water is required to supply the district cooling network then MANATEQ will be required to submit an application toKAHRAMAA (Water) for the use of potable water for non-domestic purposes.
In the event the proposed TSE main is not constructed in time to accommodate the first occupation cycle for QEZ-1 Phase 1,then the makeup water supply required to facilitate the District Cooling Process will be supplied from the potable waternetwork.
The Potable Water reservoir and pipes have been sized and assessed against the volume of water required to facilitate potablewater, firefighting and district cooling demands
Once the TSE main running adjacent to the development is operated, then TSE supply will be used to feed the District CoolingFacility.
The potable water and firefighting network has been modeled for the overall project site to be able to analyze the entire system.Two (2) design scenarios are proposed for the Potable Water and Fire Fighting Network. Both design options have beenbenchmarked against with functionality, value engineering and economic parameters. The optimum design option is presentedas part of this section.
Both options are detailed as follows:
Option 01 – Two Pump Sets Supplying Parcels A and B
The first option is based on two main pressure design limits, namely by KAHRAMAA and Qatar Civil Defence. The minimumpipe pressure as set by KAHRAMAA is 1.5 bars, whereas the minimum pressure set by Qatar Civil Defence is set at 3.5 bars.In order to meet these criteria, two different pump sets are used in the design of the network.
The general layout of the pipeline for Option 1 is shown in Figure 7.2. The first pump set is intended to serve the networkduring normal operating conditions with a minimum pressure of 1.5 bars. The second pump set is planned for extremeoperating conditions like fire and/or pipe break, with a minimum pressure of 3.5 bars.
The first pump set will be designed to a 24 meter head and will serve the system during normal operating conditions.
The second pump set will be set on a higher head (approximately 75 meters) and serves the system during extreme operatingconditions like fire and/or pipe break. However, both pump sets shall be procured at approximately 75m head, since both pumpsets shall work together as a combined system. Additionally, Option 1 has been set to serve all the plots to be constructed aspart of Phase 1 & 2, considering plots in Parcel A and B.
Figure 7.2: General Pipeline Layout for Option-01 (refer to Appendix B Annexure A for the complete design details)
Option 02 – Two Pump Sets Supplying Parcel A
The second option is similarly based on two main pressure minimum limits. The first pump set is intended to serve the networkduring normal operating conditions with a minimum pressure of 1.5 bars. The second pump set is required to cater for extremeoperating conditions like fire and/or pipe break, with a minimum pressure of 3.5 bars. The main difference between Option 1and 2 is the number of water sources served to the plots.
Plots located at Parcel A in Phase-1 and Phase-2 will be served from the reservoir identified in Phase 2. Phase-1, Parcel B plotswill be temporarily connected to the existing water mains at the South-Western side of Parcel B. General layout of the pipeline isshown in Figure 7.3. This option mitigates the reliance of the entire system on one reservoir.
Phase-1, Parcel A and Phase-2 plots, have been set to achieve the minimum pressure requirements. Refer to layouts inAppendix B, Annexure A, Drawing No, EZ01-ES01-AEC-PD1-DRW-PW-200_01~18 for more details.
Once the Master Plan for Phase 3 is progressed an allowance must be considered in the allocation of a utility plot toaccommodate a second potable water / firefighting reservoir. This facility will serve the entire potable water demand associatedwithin Parcel B.
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Figure 7.3: General Pipeline Layout for Option 2 (refer to Appendix B Annexure A for the complete design details)
7.2.1 Preferred Design Option
Table 7.8 identifies the benefits and constraints presented by both options, Option 01 and Option 02.
Table 7.8: Comparison Matrix of Design Option 01 and Design Option 02
OPTION 1:
Single Source for the Phase 1 Plots(Parcel A + Parcel B)
OPTION 2:
Independent Potable Water Systems One Source of Water forEach of Parcel A and B
AD
VA
NTA
GE
S
Offers economic benefits over a decentralized option,since many facets of the operation (pumping room,reservoir) would be included in one location.
Option 02 offers better water security to the system. In case offailure of one pumping station, the other one could temporarilyprovide supply of water to the whole system until the breakdownis resolved. This can be realized using redundant pipes crossingthe highway between the two parcels.
No need for an additional plot in Parcel B.
The larger diameters for the pipelines could be reduced, becausethe flows are distributed among the two sources of supply. Thiswill provide a better distribution of the diameters and avoiddiameters that are not readily available.
Only one connection to the external network is required. Lower and better distributed pressures throughout the system.
This will also result in lower surge risks.
OPTION 1:
Single Source for the Phase 1 Plots(Parcel A + Parcel B)
OPTION 2:
Independent Potable Water Systems One Source of Water forEach of Parcel A and B
DIS
AD
VA
NTA
GE
S
Due to the Civil Defense Department requirements, a veryhigh pressure (in the order of nine [9] bars) would berequired to satisfy the pressure requirements at thefarther ends of the network, i.e. within Parcel B. Thatpressure at the source, will induce other high pressures inthe network areas closer to the pumping station, whichare above the maximum pressure limit of 6 bars.
An additional plot is required to house the Parcel B pumpingstation and reservoir.
The diameters of the lines directly downstream of thepumping station would be larger than for a decentralizedoption (due to the larger flow), and this may impact thegeneral cost of the network, and require diameters thatare not readily available.
The cost of decentralized pumping stations and storage facilitiesmay be higher than centralized ones. This may not be the casefor the distribution network.
Option 02 is deemed the appropriate design approach as it factors in economic benefits as well as flexibility duringconstruction.
7.2.2 Site Storage
The recommended design option (Design Option 02) supports the construction of a single storage and pumping facility,located in plot PA-UT-12, located in the South West of Parcel A. The design arrangement is further detailed in Appendix BAnnexure A, Drawing No.EZ01-ES01-AEC-PD1-DRW-PW-101_01, Drawing No. EZ01-ES01-AEC-PD1-DRW-PW-102_01and Drawing No. EZ01-ES01-AEC-PD1-DRW-PW-200_13.
Parameters associated with the design of the potable water reservoir are presented and detailed in Section 7.5.
7.3 Design Criteria & Methodology
7.3.1 Introduction
The design criteria adopted for the potable water system is in compliance with Qatar General Electricity & Water Corporation(KAHRAMAA) and Qatar Civil Defence Department.
The following design codes, regulations and standards are applicable for the combined potable water & firefighting system.Design parameters, as presented in the respective design manuals were adopted as part of the preliminary design stage, withconsideration of the design scenario and pumping configurations.
The Water Network Design Guideline (Chapter 1 of Water Network Development & Design Standards byKAHRAMAA) has been used to set the velocity limits in all studied cases and pressure limitations in normal operatingconditions.
The Principles for Water Network Design (Chapter 2 of Water Network Development & Design Standards byKAHRAMAA) has been used to define general strategy of the Potable Water and Fire Fighting Network.
The Qatar Civil Defence Department Fire Safety Standards – FH01 has been used to set the pressure limits forextreme cases like Fire and/or Pipe Break.
Standards Publication Water Supply System for Fire Service – Doc. No.: CD-004 Rev.0.
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The proposed water distribution network design has been based on the following design criteria and methodology:
7.3.2 Design Approach
The approach in this section is to describe the water demands and set the criteria needed for the detailed design of thedistribution pipelines, water storage facilities and pump stations and system instrumentation. The objective is to establish therequired initial design criteria, which can be used to complete the detailed design tasks and resolve technical and engineeringissues. Water demand is the most important parameter in determining system size and the selection of a reliable water supplyscheme. The basic design criteria provide emphasis on per capita use parameters, maximum rates and storage design.
7.3.3 Proposed System and Tie-in Points
As elaborated in Section 7.1 it is proposed to connect the QEZ-1 potable water system to the existing 900mm water mainadjacent to the project site.
Appendix B Annexure A illustrates the potable water system designed to cater for QEZ-1 Phase 1 and further presentsconnection details to the existing 900mm water main.
The water tap-in connection arrangement considers two connection philosophies. The arrangements defined as part of theQEZ-1 potable water strategy is in line with KAHRAMAA Water Network Development & Design Standards, Chapter 1: WaterNetwork Design Guidelines, Section V.12.2 Connections to Transmission or Rising Mains requirements.
Figure 7.4 details the connection strategy from the existing potable water supply main to the developments primary storagefacility. The connections strategies consist of:
A connection to the potable water and fire fighting storage tank (for normal operation conditions); and
A by-pass connection (directly connected) to the proposed potable water and fire fighting network (for extremeoperation conditions).
Figure 7.4: Connections to Transmission or Rising Mains
The existing 900mm diameter main currently cuts through the QEZ-1 plot, as part of the design scheme the existing main hasbeen diverted outside of the development – the diversion scheme is to be addressed and confirmed by KAHRAMAA.
In accordance with the proposed diversion scheme, the proposed tie-in point shall follow the connection strategy as presentedin Figure 7.5.
Further details are presented in Drawing EZ01-ES01-AEC-PD1-DRW-PW2-300_01.
Figure 7.5: Tie-in connection Configuration
7.3.4 Service Connections
Medium Density Polyethylene (MDPE) service connection pipes for OD 63 mm diameter and below will be provided and will beextended up to the plot limit. The pipes will be equipped with isolation valves extending to the plot limit.
All service connections and water meter details and installations shall be as per KAHRAMAA Specifications. Otherrequirements for service connections and water meters shall be as per KAHRAMAA’s Water Network Development & DesignStandards, Chapter 1: Water Network Design Guidelines, Section VI.6.2 Service Connections & Water Meters Requirements.
7.3.5 Residual Pressure and Allowable System Velocities
The system will be designed to provide 1.5 bar (15m) minimum residual pressure at service connections located at the mosthydraulically remote point in the system. This will be sufficient to deliver water to the ground tanks of the buildings.
The allowable minimum and maximum velocities in the water network will be 0.4 m/s and 1.5 m/s respectively. In someinstances, however, it may not be possible to meet the minimum design velocities due to the minimum pipe sizes used(150mm).
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Accordingly, a water quality analysis will be done to determine whether the maximum age in the network is acceptable, i.e. isless or equal to 24 hours. In addition to that limitation, 3.5 bars of pipeline pressure is required by Qatar Civil Defence during afire event.
7.3.6 Pipe Materials and Pressure Class
The following pipe materials are recommended for the potable water network:
Service Connection Pipes: Medium Density Polyethylene (MDPE SDR 11, PE 80, PN12.5).
Main Pipes: KAHRAMAA’s approved material for main pipes is Ductile Iron K9 Class, as mentioned in KAHRAMAA’s GeneralSpecification for Main Laying Contracts. As such, D.I. pipes will be used as the pipe material for main pipes in this project.
All main D.I pipes shall have a minimum pipe cover of 900mm from the crown of the pipeline to the finished road level orground. Where pipelines have a lesser cover, concrete protection will be provided to the pipeline.
7.3.7 Isolation Valves
To minimise the number of consumers isolated from the main network during maintenance or repairs, isolation valves will beinstalled at tees and other points where necessary. Two valves will be assigned at each tee. The isolation valves will beburied or located within chambers and will be installed outside the carriageways.
All fire hydrants will be equipped with isolation valves at the branches that connect these hydrants to the main waternetwork.
7.3.8 Air Release Valves
Air release valves will be installed at high points in the network to ensure proper purging of entrapped air in the water pipes(during operation and filling) as well as to ensure entry of air during pipe drainage. Air valves will be installed in dedicatedvalve boxes with an isolation valve for each air valve.
7.3.9 Flow Control Valves
In order to control the pressure and flows to be supplied to the development, a flow control valve will be installed at the tie-inpoint with the 900mm existing water line (including the connections from the system-wide loop to the individual sectors) andwill be located in an underground chamber, in addition to other elements such as line valves and strainers.
7.3.10 Washouts
In order to drain the network in case of maintenance and repairs, washouts will be installed at low points and will be containedby valve chambers with a separate compartment to hold water being drained. The main line and drainage line sizes are asfollows:
Table 7.9: Drain Line Sizes
Main Line Dia. (mm) Drainage Line Dia. (mm)
150 80
200 80
300 100
7.3.11 Service Corridor
In accordance with MMUP 2012 guidelines, the potable water network whams been designed to comply with designated watercorridor arrangements associated with the 40m, 32m and 24m.
7.3.12 Thrust Restraint
Changes in pipe direction or cross sectional area develop additional forces which act on the pipe and cause the need for thrustrestraints. Thrust blocks are to be provided in accordance with KAHRAMAA (Water) standards and standard drawings.
7.3.13 Unaccounted For Water Allowance
As per KAHRAMAA Water Network Design Guidelines, Section V.8.4, a 15% allowance will be provided to includeunaccounted for water in the water system.
7.3.14 Peaking Factors
Peak daily flows will be conveyed from the network to the ground storage tanks of the buildings.The diurnal demand fluctuation, which affects peak hourly demands on the system, will be compensated by the use of storagetanks within the buildings (individual plots).
Therefore, the peak hourly demand will be met through the use of internal building pumps. Based on the Water NetworkDesign Guidelines of KAHRAMAA, a daily peaking factor of 1.5 and an hourly peaking factor of 2.0 will be required for thedesign of the network. Table 7.10 makes reference to KAHRAMAA guidelines, Section V.8.3.
Table 7.10: Water Demand Peaking Factors
Type DemandPeaking Factor
Rising Mains Distribution Mains
Average Daily Demand (ADD)Determined from Actual Data or Estimatedfrom Unit Demand Values or PopulationProjections
Determined from Actual Data or Estimatedfrom Unit Demand Values or PopulationProjections
Peak Daily Demand (PDD) ADD x 1.5 ADD x 1.5
Peak Hourly Demand (PHD) ADD x 2.0 ADD x 2.5
7.3.15 Hydraulic Calculations and Head Loss
The hydraulic software that will be used in determining the pipe sizes and pump characteristics is WaterCAD v8i by Bentley.The Hazen-Williams equation will be used for hydraulic computations. Hydraulic Equation (Hazen Williams):
hL = Cf L Q 1.852
C 1.852 D 4.87
Where:hL = Pipe Head Loss due to friction ( m);
L = Distance between Sections 1 and 2 (m);
C = Hazen-Williams C-factor, 140 for HDPE pipes and 130 for Ductile Iron (D.I) pipes;
D = Inside Pipe Diameter (m);
Q = pipeline flow rate (m3/s);
Cf = unit conversion factor (10.7 SI).
The roughness coefficient used in Hazen-Williams formula is 130 for D.I pipes. As per KAHRAMAA, Water Network DesignGuidelines, Section VIII.4.1, it is required to study the different pipe roughness coefficients defined for different pipe ages.Hydraulic model has been set-up for these parameters and system found successful to meet the minimum designrequirements as well.
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As per KAHRAMAA, Water Network Design Guidelines, Section VIII.5.1, Pipe size shall be selected to meet theminimum/maximum pipe velocities and the maximum allowable head-loss at Peak Domestic Demand shall not exceed morethan 2~5m/km.
7.4 Basis of Fire Fighting System
7.4.1 Source of Information for the Fire Fighting Strategy
The Master Plan Fire & Life Safety Strategy (MFLS) will comply with the requirements of the following codes:-.
NFPA 1, Fire Code. NFPA 24, Installation of Private Fire Service Mains and their Appurtenances. NFPA 30: Flammable and Combustible Liquids Code. NFPA 37, Standard for the Installation and Use of Stationary Combustion Engines and Gas Turbines. NFPA 88A, Standard for Parking Structures. NFPA 101 Life Safety Code. NFPA 220, Standard on Types of Building Construction. NFPA 5000, Building Construction & Safety Code. Qatar Civil Defence Fire Safety Standards June 2012.
A comprehensive ‘Fire Strategy Report’ detailing firefighting equipment, accesses and water supplies subject to Civil Defenceand KAHRAMAA guidelines is presented in Appendix E of this Preliminary Design Report.
7.4.2 Fire Hydrants
Fire hydrants (150 mm size for 150 mm mains and bigger, and 100mm size for 100 mm mains) will be installed permanently atstrategic locations. Each hydrant shall be provided with an isolation valve in addition to the hydrant valve. Fire hydrants wouldbe placed at a maximum spacing of 150m to 250 m as defined by KAHRAMAA, Water Network Development & DesignStandards, and Chapter 1: Water Network Design Guidelines, Section VI.11.2 Table VI.9.
The Qatari Civil Defence standards require the hydrants to be spaced at a maximum of 100m from the entry to any buildingand spaced not more than 100m apart.
For compliance purposes, AECOM have adopted this last criterion (100m spacing) to ensure hydrants are properly accountedfor as part of the design process. The fire hydrants shall be located as not to block the building exits and hinder fireoperations. The fire hydrants shall be away from the facilities to be protected by at least 7 meters. For all other specificationsand requirements shall be in accordance with KAHRAMAA and Qatar Civil Defence Standards as mentioned in earlierchapters.
7.4.3 Fire Flows and Minimum Requirements
Water for firefighting is required for building fire safety systems including automatic sprinkler systems, fire hose reels, buildingriser system and the fire hydrants located along the ROW. According to KAHRAMAA (Water), fire hydrants will be placed oneasements allocated for water utility reserves.
As per Table VI.9 Fire Hydrant Design Criteria in KAHRAMAA Water Network Design Guidelines, the fire flow prescribedfor large sized industrial areas is assigned at 17.00 l/s, with a minimum operating pressure at maximum flow of 15m (1.5 bars).The minimum size of water pipeline supplying fire hydrants will be 150mm. The firefighting time, or duration of water flow forfire fighting, is 2 hours (AWWA M36 Manual).
However, the Qatari Civil Defence design criteria as stated in the QCDFSS-FH01 Fire Hydrants manual, requires the system tobe designed to a 158l/s fire flow and to accommodate 350kPa (3.5 bar) minimum pressure. To ensure all criteria are met, thepotable water system will be designed to meet the more conservative minimum pressure of 3.5 bars for fire flow and 1.5 bars forthe potable water peak daily flow. Moreover, the system will be designed to accommodate a fire flow of 158 l/s. Theserequirements will be confirmed with relevant authorities as the design stages are progressed.
The fire hydrants will share the same distribution line as that of the domestic water demands.
It is expected that each building is required to have a firefighting sprinkler system and fire reserves in storage tanks and firebooster pumps located within the building. As such, the potable and fire water system will be designed to supply external firehydrants with the required pressure, whilst also providing sufficient pressure to fill the individual buildings firefighting tanks.
It is also recommended to use backflow preventers upstream of the buildings firefighting tanks, in order to avoid any backflow ofaged water into the potable water system.
It has been found more convenient and economical to use combined potable water and firefighting network, rather than twoseparate systems, for the following reasons:
A separate firefighting network is not frequently used in Qatar; A separate firefighting network would require additional corridor space for laying the pipelines; The minimum required pipe sizes for two separate potable water and firefighting networks are more costly than a
combined one, since many pipe diameters will be able to cater for both potable water and fire flows; The current context (light industrial area) does not impose the use of separate networks because the area is not
flammable like a refinery or a petroleum derivatives storage area; and The use of separate systems would imply constant pressurization of the fire system, whether or not it is used, and
this is a waste of energy. On the other hand the combined system is constantly pressurized because it needs toconvey potable water demands in any case.
7.5 Basis of Hydraulic Design and Modelling
7.5.1 Potable Water Consumption Rates and Demands
As per the GFA and Population figures set in the QEZ-1 Master Plan report and summarized in Section 2.1, the potable waterdemands have been determined with consideration on peaking factors and flows. To be noted that the potable water and firefighting network system design is based on the calculated uplift population and GFA figures.
Average Daily Demand Average Daily demand (including UFW) – Parcel A: 43.03 l/s. Average Daily demand (including UFW) – Parcel B: 58.64 l/s. Total average daily demand (including UFW): 101.67 l/s.
A single centralized water storage reservoir for only Parcel A and pumping station will feed the water network and will belocated in Utility Plot No. PA-UT-12 at the South-West region of Parcel A.
In reference to KAHRAMAA, Water Network Design Guidelines, Section VII.1; the potable water reservoir has the followingessential functions:
To provide adequate storage and emergency reserve in case of outages and interruptions from theproduction/treatment plan and transmission main.
To balance or equalize downstream daily variations in demand with relatively constant rates of inflow and to coverpeaks in demand.
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Details for the reservoir shape and type of construction have been defined in KAHRAMAA, Water Network Design Guidelines,and Section VII.2 as following:
A rectangular tank is suitable for a cast in-situ reinforced concrete tanks while a circular (cylindrical) tank goes wellwith a pre-stressed concrete or steel tank.
For a two-compartment rectangular reservoir, the most economical plan shape is when its length is one and halftimes it breadth.
Minimum requirements of the storage size have been explained with details in Water Network Design Guidelines, SectionVII.3. A. The reservoir shall include five (5) storage volume components as below:
Operational Storage (OS). Equalizing Storage (ES). Standby Storage (SB). Fire Storage (FS). Dead storage (DS).
The minimum and maximum required volumes have been defined for each storage component with details in the mentioned.The figure below illustrates the general layout of the designed Potable Water and Fire Fighting Reservoir as per KAHRAMAArequirements. General calculation parameters are as summarized below:
Minimum effective volume (EV) should not be less than twice the projected Average Daily Demand (ADD):o For QEZ-1, Parcel A, projected total Average Daily Demand is 3,232.50 m3
EVmin = 2 x ADD = 2 x 3,232.50 = 6,465.00 m3
Equalizing Storage (ES) should be between 10 ~ 25% of Peak Daily Demand (PDD, exc. 15% UFW).o For QEZ-1, Parcel A, projected total Peak Daily Demand is 4,848.75 m3
ES = 484.88 ~ 1212.19 1204.54 m3 chosen.
Standby Storage (SB) should be equal to projected total ADD.o For QEZ-1, Parcel A, projected total ADD is 3,232.50 m3
SB = 3,232.50 m3
Fire Storage (FS) should not be less than required fire flow for 2 hours of fire event.o As per Qatar Civil Defence, 158 l/s fire flow is required.
FS = 1137.960 m3
Dead Storage (DS) should not exceed more than 5% of overall volume.o DS = 200 ~ 300 m3
Total Volume of the reservoir is 6,700 m3.
The fire reserve will be under the potable water volume, and will have a discharge line lower than the potable water dischargeline in order to prevent the expenditure of the fire reserve during normal operating conditions.
As well, the reservoir will be divided into two (2) equal compartments in order to have an uninterrupted operation, should onecompartment be drained for cleaning / servicing / repairs. As such, every compartment will have its separate water and firedischarge lines.
Figure 7.6: Reservoir Storage Components and Capacities
7.6 Calculations
The calculations for the proposed potable water / fire fighting system options are detailed in Appendix C Annexure A of thisreport.
7.7 Sizing of Various Components
The preliminary sizing and configuration of the various potable water/fire fighting elements are shown on the drawings includedin Appendix B Annexure A. These sizes are indicative only at this preliminary design stage, and will be further assessed as thedetailed design progresses.
7.8 Interface between Building and Site Wide Infrastructure Works
For potable water, typically a single connection (supply point) will be provided for each plot within QEZ-1. Where there is alarge plot, consideration will be made for additional connection points to allow any future subdivision. For the internal buildingfire system, the plot developers will need to include their own on-site fire fighting tank.
7.9 Hydraulic Study
A hydraulic study was carried out for eight (8) different scenarios to analyse the potable water system with sufficient detail.These scenarios are created to examine different parameters of the system under different conditions. The scope of thehydraulic study is limited to Phase-1, which has a 25.41 l/s average daily demand; however, the modelling is done for theoverall area to check the capability of the system as a whole.
Two different hydraulic models are set up as Option 1 and Option 2.
The design is based on separate potable water and fire fighting pump sets, to avoid the unnecessary increase in the potablewater network pressures and then have them broken at the supply points (due to the substantial difference in the minimumpressures required for potable water and fire fighting demands). The proposed design has two different pump sets defined asbelow:
To achieve the minimum pressure of 1.5 bars for peak daily potable water flows required by KAHRAMAA (Water). To achieve the minimum pressure of 3.5 bars for minimum fire flows required by Qatar Civil Defence.
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The hydraulic model is based on this main strategy. In each case, a scenario is defined according to the minimum andmaximum flow conditions with and without fire flow. All cases have been studied to examine the pressure, velocity and thewater age inside of the pipeline.
Scenario 1: Average Daily Demand + 15% Leakage Allowance: In this case, it is mainly aimed to verify stagnation in thepipeline with velocities below the minimum requirement.
Scenario 2: Peak Daily Demand + 15% Leakage Allowance: These scenarios considered as the design demand scenario.In this case, it is mainly aimed to verify if the velocities and minimum residual pressure are acceptable.
Scenario 3: Peak Daily Demand + 15% Leakage Allowance+ Fire Fighting Flow-1: Two (2) fire hydrants operatingsimultaneously at 2 junctions during a fire event and while the system is on peak daily demand. In this case, it is mainly aimedto check whether minimum residual pressures are acceptable.
Scenario 4: Peak Daily Demand + 15% Leakage Allowance+ Fire Fighting Flow-2:: Two (2) fire hydrants operatingsimultaneously at 2 junctions during a fire event and while the system is on peak daily demand. In this case, it is mainly aimedto check whether minimum residual pressures are acceptable.
Scenario 5: Peak Daily Demand + 15% Leakage Allowance + Pipe Break: Pipe No. P-6 is assumed to be broken andinactive for maintenance or repair while the system is on peak daily demand. In this case, the scenario is mainly aimed tocheck whether maximum velocities and minimum residual pressure are acceptable.
Scenario 6: Peak Daily Demand + 15% Leakage Allowance + Fire Fighting Flow-1 + Pipe Break: Two (2) fire hydrantsoperating simultaneously at 2 junctions during a fire event and Pipe No. P-6 is assumed to be broken and inactive formaintenance or repair while the system is on peak daily demand. In this case, the scenario is mainly aimed to check whetherminimum residual pressures are acceptable.
Scenario 7: Peak Hourly Demand + 15% Leakage Allowance: Unusual, situations like when refilling part of the system afterdraining it for repair and maintenance works. In this case, the main aim is to check whether minimum residual pressures areacceptable.
Scenario 8: Water Quality / Water Age Analysis: As this design is catering for potable water and fire fighting, the pipevelocity minimum requirements may not be achievable in some places. The pipe velocity needs to be exceeding the minimumrequirement to ensure that there is no stagnation. In this case, the scenario is mainly aimed to verify that the maximum waterage is acceptable.
7.10 Results of the Hydraulic Study
The potable water and fire fighting Network is designed and analysed for Qatar Economical Zone – Phase 1 with the inputdata available to date. Even though the hydraulic study mentioned in this report consists of only Phase-1, the potable waterand fire fighting network modelling has been done for the overall development to verify the success of the system as a whole.The most important parameters that were examined in the system for both Option 1 and 2 are as below:
- Minimum pressures in the pipeline:o Shall not be less than 3.5 bars during fire event = Successfulo Shall not be less than 1.5 bars during peak/average daily demand distribution = Successful
- Maximum velocities in the pipeline:o Shall not be more than 1.5 m/s during peak/average daily demand distribution = Successful
- Minimum water age in the pipeline:o Shall not be more than 24 hours during minimum flow operation = Successful
In addition to all the parameters mentioned above, a pipe break was also studied in the system. For Option 1, one of the mainpipes (P-6) was taken out of operation assuming that it is broken / serviced / needs maintenance.
Even in that case, the potable water and fire fighting network has successfully achieved the minimum pressure requirement.Pipe break and fire events were also studied together in the same scenario to examine the effects of one of the worst casescenarios; however the system was found successful and achieved the minimum pressure requirement of 3.5 bars.The parameters followed to assess Option 1 are summarized in Table 7.11
Similar scenarios are defined also for Option 2. Pipe No. 6 was taken out of operation assuming that it is broken / serviced /needs maintenance. Even in that case, the potable water and fire fighting network has successfully achieved the minimumpressure requirement. Pipe break and fire events were also studied together in the same scenario to examine the effects ofone of the worst case scenarios; however the system was found successful and achieved the minimum pressure requirementof 3.5 bars. The details of studied scenarios for Option 2 are summarized in Table 7.12.
Table 7.11: Scenario / Case Definitions for Option 1
Scenario No. Case NameDemand (l/s)
CommentsPhase-1
Scenario 1 Average Daily Demand + 15% Leakage Allowance 29.22
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7.11 Design of the Potable Water Pump Station
7.11.1 Scope of Design Work for Mechanical
The scope of mechanical works associated with the design of the potable water pump station included preparation of the:
Potable Water Pumps; Fire Pump (Electrical & Diesel); Jockey Pump; Lifting Equipment; Piping inside and outside Pump Station including all connections; Valves; Strainers; Chlorination Equipment; Pressure Vessel; and Development of Equipment & Piping Layout.
7.11.2 Scope of Design Work for Electrical, Instrumentation and Control
The scope of work for Electrical, Instrumentation and Control System comprised the following:
Development of Process and Instrument Diagram, PFD. Development of Control System Architecture. Development of Preliminary Control Philosophy. Sizing and quantifying of Plant and Equipments for:
o LV Switchgear.o PLC/RTU control panel.o SCADA system.o UPS & batteries.o Fire Pump Panels.o All other electrical panels and DB’s.o Field Instruments.
The Potable Water Pump has been designed to accommodate the combined potable water / firefighting system. The facilityshall be located in close proximity to the potable water reservoir and shall service the Parcel A potable water distributionnetwork, meeting both Qatar Civil Defence and KAHRAMAA pressure parameters. Associated Design details are elaborated inthe following sections, along with respective layouts presented within Appendix B Annexure A.
7.11.3 Design Criteria for Mechanical Equipment:
The design criterion on which the proposed pump station is based is given as follows:
Water Pump Selection
The pumps are selected based on the duty head and the flow characteristics dictated primarily through water modelling. Itshall be noted that development shall be taking place in two phases. However, the pumps have been provided for both phaseskeeping in view the fluctuating demand. For the same reason, VFD (Variable Frequency Drive) has been used with all potablewater pumps. All losses are considered within the pump station so as to provide sufficient head for an acceptable level ofservice. The reservoir of pump station shall be fed through the main network with DN500 main.
The main criteria for duty head and flow for selection of pumps is given as follows:
Head PS : 79 m. Flow PS : 44 l/s.
Based on above, the proposed number of pumps shall be three (3) i.e. two duty and one standby for pump station. Phase 1requires 44.22 l/s and Phase 2 requires 35.04 l/s flow respectively. As mentioned earlier, the proposed pumps shall take careof all flows of Phase 1 and Phase 2 through VFD operation. The pump curves and selection are presented in Appendix BAnnexure A.
It shall be noted that the above mentioned head and flow calculations have been obtained from the hydraulic modelling of thePotable Water network. The losses for the fittings inside the pump station have also been accounted for in the head losscalculations and the same is attached with this report in Appendix C Annexure A.
It is to be noted that the duty and control philosophy of the proposed pumps in relation with Surge Analysis should be finalizedas part of the Detailed Design Stage.
Refer to the Surge Analysis Basis of Design presented in Appendix D for information on the level of detail behind SurgeAnalysis during the preliminary design and detailed design.
Fire Pumps
Fire pumps have been selected to suit the developed head and flow requirements provided accordingly from the networkmodel (included earlier in same package). Fire Pumps shall be selected based on Qatar Civil Defence and NFPArequirements and shall generally consist of following equipment. The selection of the proposed fire fighting pumps is presentedin Appendix B Annexure A.
The basis of the selection of the Fire Fighting Pumps according to network has been as follows:
Head PS2 : 79 m. Demand PS2 : 158 l/s.
It shall be noted, that final selection of fire pump skid may vary according to the network. If required, the motors may be over-rated to suit the network requirements. However, the fire pumps are already over rated to 1.5 times their original capacity asper NFPA 20 law.
The diesel fuel tank shall be 300 gallons as per the requirement to run the pumps for 2 hours in addition to 10% factor ofsafeties. The tank shall also have level indicators with air release valve. Moreover, there shall be a suitable sized sumpprovided around the same to take care of spillage.
Valves
All valves have been selected according to KAHRAMAA Specifications. Gate valves shall be provided at suction anddischarge of pumps while swing check valves at discharge shall also be provided. All the valves at discharge of the pumpsshall be motorized. The details of these valves are indicated on drawings enclosed in Appendix B Annexure A.
Hydraulically operated Altitude valve at the inlet to the reservoir shall be provided which will close in case of high reservoirlevel.
Flow Control Valve with a bypass arrangement has been provided at main discharge header of the pumps to cater for variationin flow. The bypass arrangement is provided to take care of the maintenance, if required for flow control valve. The same shallbe needle type. The selection may vary at detailed design stage after considering varying flow scenarios for surge analysis.
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7.11.4 Hydraulic Calculation:
Hazen–Williams head loss formula has been adopted for the head loss calculations as indicated below
852.1^)/(166.1^
841.6 CVD
LxH
Where:H = head loss, metres.V = average velocity of flow, metres/sec.L = pipeline length, metres.D = internal diameters of pipes, metres.
C = roughness coefficient (Hazen –Williams C-factor), unitless, C=140.
A simplified head loss calculation inclusive of the fittings losses inside the pump station and the network is included in thereport. It shall be noted that over all head losses of the network have been calculated using the software developed by M/sBentley Inc., while the losses inside pump station have been added to these calculations to arrive at the overall head lossrequirements for the pumps station.
These calculations are attached in Appendix C Annexure A of the submission.
Materials
All materials have been chosen according to KAHRAMAA Specifications and Standards for the pump sets and associatedequipment in addition to Hydraulic Institute Standards. The respective details are provided on the drawings enclosed inAppendix B Annexure A.
Pipes and Fittings
Pipes and fittings inside the pump station and chambers i.e. DI (fusion bonded epoxy coated internally and externally) havebeen chosen as per KAHRAMAA Specifications. DI Pipes shall be rated to PN16.
Pipes and fittings outside pump station for the pumping main i.e. HDPE have been chosen and shall also adhere toKAHRAMAA Specifications. HDPE pipes shall be rated to PN16 SDR11.
Surge Control
The surge control will be implemented by installing a pressure vessels at the discharge of the pumping station in order to caterfor transient conditions (Power failure, pump trip, end valve closure etc.).
The surge vessels used shall be ‘Bladder Type’ which will simplify the operation & provide for almost maintenance freeoperation. The size for each shall be finalized at detailed design stage after conducting detailed surge analysis.
Storage Reservoir
The capacity of the reservoirs for the pump stations is 6,700m³, based on the inflow and the outflow requirements. It shall caterfor both the daily potable water supply and the fire water supply as and when required. Corresponding levels for free boardand dead storage is shown in attached drawings.
The proposed reservoir shall be R.C. concrete and shall be constructed according to KAHRAMAA specifications. Theelevations and sections of the tank have been provided in Appendix B Annexure A. It shall be noted that in order to avoid thestagnation of water within the reservoir, baffle walls have been provided within the reservoir to ensure circulation of the water.
Sump Drain
The drainage from both pump stations would be directed to a sump pit located inside each pump station and fitted with a sumppump. The flow from sump pit has been estimated be 2 l/s for both the pump stations. Sump Pumps shall be required at sumppits inside Pump Stations, whose selection criteria are attached in Appendix B Annexure A.
The drainage design is detailed in Section 10 of this document.
Lifting Equipment
Lifting equipment inside the pump station shall be single girder over head travelling crane to allow for lifting for maintenancepurpose of all equipment inside the pump station including pumps, motors etc.
The capacity of the over head crane has been taken to be 2.0 tonne which is sufficient to cater for the heaviest lift inside thepump station.
Chlorination Equipment
Chlorination equipment shall be provided to ensure quality of the potable water. It shall consist of manufacturer’s pre-assembled skid assembly consisting of dosing pumps, dampener and storage tank etc. Chlorination equipment shall followKAHRAMAA standards & specifications for Hypochlorination system.
Following factors have been taken into consideration while choosing the chlorination skid assembly:
Duty = 3 LPH @ 8 bar (10 Bar Design) with automatic stroke regulation. Sodium hypochlorite concentration = 12%. Residual Chlorine = 1ppm. Pumps = Dosing pumps 1 duty / 1 standby. Pulsation Dampeners on each delivery line. Back Pressure and Pressure Relief Valve. Pressure Gauge with diaphragm seal. One Sodium hypochlorite tank (HDPE).
7.11.5 Scope of Electrical & Instrumentation Design
The electrical design of this potable and fire water pump station is based on the KAHRAMAA specifications and internationaldesign guidelines.
The power to the main distribution board MDB/LV panel or MCC of pump station shall be fed from the transformer of nearestsubstation available at site in liaison with necessary authorities.
The approximate parameters of each potable and fire water pumps are given in Table 7.13:
Table 7.13: Pump Electric Details
Parameters Potable Water Pumps( Duty- Assist- Standby)- Qty-3
Fire Water Electric Pumps(Duty) Qty-1
Electric Fire Water JockeyPump
Assist (Qty-1)
Rated Power (KW) 18.5 168 KW@ 150% flow as per NFPA limits 11 KW
Efficiency (%) 92 75 91.2
Rated Current(A) 37 1,414
as per locked rotor current 20
Voltage (V) 415 V AC,3 Ph 415 V AC,3 Ph 415 V AC,3 Ph
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The load demand of the designed system is as follows:
Table 7.14: Power Demand Summary
Load Type Load in (KW)
Total Connected Load (T.C.L) 284.60
Maximum Demand Load ( M.D.L) 266.00
The construction of Motor Control centre (MCC) or L.V switchgear shall be of Form 4b Type 6 with IP 54 rating indoor type,unventilated and complete with withdrawable incoming type ACB & plug-in type outgoing MCCB’s including withdrawable typeACB for fire pump.
The selection of the circuit breaker for all pumps is based upon pump rated current and taking into account of de-rating factorexcept that the circuit breaker for the fire pump is sized according to locked rotor current in order not to trip the electric firepump due to any electric fault during fire situations. Each potable water pump is driven by a VFD in accordance withapplication requirements. The outgoing circuit breaker of MCC for each potable water pump shall be MCCB, 3 pole plug intype with 50 A each. The electric fire water pump is fed by MCC with suitable ACB rated 2000 A.
The Main incomer is 2000 A, 4 pole withdrawable type ACB and the same is sized according to the total connected load afterconsidering subsidiary/future load and including locked rotor current of electric fire pump.
The Bus Bar rating of 630 A is selected from the continuous current and total connected load with a short circuit rating of 50kAfor 1 sec. The design, manufacture and installation of MCC/LV switchgear shall be in accordance with KAHRAMAAspecifications and regulations.
A power factor correction capacitor is provided in accordance with the requirements of KAHRAMAA to improve the powerfactor to 0.95 lagging. The capacitor size chosen is 119 KVAR .Please refer to Single Line Diagram in Appendix B Annexure Afor capacitor sizing and calculations. The Power Factor Correction Capacitor (PFCC) bank shall be standalone type withminimum IP 43 rating, Form 2 Type 2 construction. The design, manufacture and installation of PFCC shall be in accordancewith KAHRAMAA latest guidelines. The capacitor bank is provided with a suitable breaker of size 250 A. An internal smokedetector shall be included to detect smoke and disconnect the control supply and generate an alarm on the panel fascia ofMCC panel.
A remote voltage free contact also to be provided to PLC/RTU for alarm detection. Control system comprises of control panelwith PLC/RTU/HMI components, telemetry or Master SCADA system and associated field instruments such as flow meter,level transmitter, pressure transmitter, pressure gauge and switches, valve actuators, water quality analysers etc. Potablewater pumps are controlled by PLC/RTU control system which is explained further in detail.
The operation of Fire Pumps (Electric & Jockey) are independently controlled by their respective panels but shall besupervised by PLC/RTU to initiate remote commands. A standby diesel fire pump is considered during power failure or whenelectric fire pump trip. Similarly Diesel Fire Pump shall have its own control panel for its control circuit only and power for thesame is fed from MCC.
All materials applicable to electrical and instrumentation control system shall follow KAHRAMAA specifications, IEC and BSSguidelines.
Permanent or portable diesel generator is not proposed in the design due to the following reasons:
The Fire system is provided with Standby Diesel Pump which will start during power failure or emergency firesituations, therefore the load for the same should not be considered for sizing of permanent generator.
The potable water system and remaining loads are less than 100 KW, where a portable generator of 150 KVA isconsidered to be a cost effective solution and also considering the constraints for assigning a generator room.
However, a provision for connection to a portable generator unit is provided with a weather proof generator connection boxoutside the pump station. The generator shall be connected to the low voltage switchgear via the generator incomer rated 630ACB withdrawable type. Since the standby supply is via a portable generator, the interlock between the mains incomer and thegenerator incomer shall be electro-mechanical interlock. Also the volt free contract from fire alarm detection panel of pumpstation is interfaced to both incomers as a safety interlock in order to disconnect the power supply during fire inside the pumpstation.
7.11.6 Electrical Plant Design
Table 7.15: Electrical Plant Design
Description Size Remarks
Pump Station Total Connected Load 284.6 KW
Pump Station Maximum Demand Load 266 KW
MCC/LV panel main incomer size ACB, 2000 AIncomer ACB is of Withdrawable type &
O/G MCCB’s are of plug-in type andwithdrawable ACB for electric fire pump
Busbar Sizing and Fault Current630 A Continuous current and 50 KA for 1
sec
Standby PowerSocket outside for generator connection is
considered
Suitable Portable Generator Size to beconsidered. Minimum 150 KVA is
recommended
Main Incoming Power Cable2 x 4C x 185 mm² Cu/XLPE/SWA/PVC + 2
X 1C X 95 mm² Cu/PVC Y/G
This cable size is calculated based on theassumption of considering the power sourceinside the pump station plot. However the
actual cable size will be upon the finalizationlocation of power source
Pump Station Control/Electrical Room Size 13.5 m X 12.0 mApproximate size is considered. Size shallbe finalized or optimized upon the actual
equipments and panel sizingEarthing system.
All pumping stations to rely on earth rods It is recommendation to use a TN-S system.
Small power and lightingprovisions
Internal lighting for control room and pumproom and external site lighting around the
pump station.
Air conditioning Air conditioning for control panel room only
VentilationVentilation for pump room and battery
rooms only
Minimum air change capacity of 15 per hourduring maintenance. 5 per hour at other
Fire detection, alarm andOptional firefighting system
SCADA/TelemetryShall be connected to Central command
Centre SCADAShall have the provision to connect to
Central Command Centre
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7.11.7 Electrical Plant Sizing
Electrical/Control room made of concrete block work as per KAHRAMAA specifications with the approximate dimensions of13,500 mm (length) x 12,000 mm (width) and is designed to house all electrical and instrumentation equipments. The electricalroom consists of following:
LV Switchgear Room.
Battery Room with emergency exit.
Store Room.
Wash room.
SCADA/Computer Operator room.
All the associated electrical equipments/panels shall be accommodated in the LV control room as shown in the drawings.Refer to Appendix B Annexure A for all electrical drawings listed below:
Single Line Diagram for Load and cable Schedules and power factor capacitor Calculations.
General Arrangement of Electrical equipments and Control room layout.
PFD, P&ID and its Legends.
Control System Architecture.
However, the relevant detailed electrical and instrumentation drawings shall be submitted during detailed design.
The cable entry access to MCC is from bottom and it shall have the incoming and outgoing compartments, cable, busbar,power and common controls. The system design parameters shall be 3 Ph, 415 VAC, 4 Wire, 50 Hz and auxiliary voltage of240 /110 VAC.
7.11.8 Design Criteria for Electrical & Instrumentation Control System
Pumping Station Design
The operation of Potable Water Pumps operation shall be automatically controlled using pressure transmitter on thedischarge manifold, water level in the storage tank and flow meter on the discharge main.
Also pump speed shall be regulated to maintain a constant pressure in the network regardless of the flow since theflow is dependent on the demand. Refer control philosophy for details.
The Potable water pumps shall operate as Duty/Assist/Standby. During zero demand, the pumps shall be stopped to conserve energy. Use of variable speed pumps shall provide the following advantages:
- Sudden pressure and flow changes / transients are avoided.
- Controlling discharge flow by controlling the pumps speed and optimizes energy consumption thus increasingenergy efficiency.
The Drives are of low harmonic type and also active Harmonic Filters are used in order to avoid harmonic pollution inthe power network. All electrical equipment associated with the VFD shall be de-rated to handle harmonic currents.
Interference with communication network dv/dt filters shall be considered in design. Pump Motor bearing damage. Insulated motor bearings shall be considered. Pump safety shall be monitored by level sensors and level switches at suction side of reservoir. VFD safety shall be monitored by temperature sensors within the VFD panels.
The pump station shall consist of following items or works but not limited to:
LV MCC.
Capacitor Bank Panel.
PLC/RTU/HMI control System.
Telemetry /Master SCADA.
Communication bus linking all the above.
Field Instruments & Junction Boxes.
UPS & Battery Bank.
Fire alarm detection system.
Lightning and Earthing system.
External and Internal Lighting System and Small power.
Air conditioning & ventilation.
LV cabling, ducts and associated electrical works.
Provision for Electrical Power Supply connection to the nearest Substation.
Fire alarm detection system has been provided for MCC room and for the pump room. All Field instruments and control systemshall be backed up by UPS power supply.
Pump Control Philosophy
The following philosophy describes mainly about the operation of potable water pumps and its change over during fire pumpstriggered in. The focus is on describing automatic and manual modes of operation as these are the normal modes ofoperation.
Also as mentioned earlier, the fire pumps are independently controlled by their respective control panels and are triggered onlyduring event of fire. The operation and control philosophy of individual fire pumps shall be discussed during detail design.
Change-over from Potable Water Pumps to Fire Pumps and vice-versa
During abnormal operation, i.e. when any fire hydrant(s) is opened, the resulting increase in flow will be measurable at thedischarge flow meter of the pumping station. This increase in flow will be associated with a drop in pressure which wouldcause the potable water pump speed to increase in order to maintain the pressure, however if the flow measured at thedischarge manifold is approaching the run-out flow of the pumps, then the system shall go into fire pump mode.
The control system shall prevent the speed of the pumps to increase in order to prevent the pumps going into run-outcondition. Therefore, if the pumps are not able to raise the pressure due to the increase in flow without going into run-outcondition; the control system shall recognise this situation as a fire event and shall initiate the operation of the fire pumps.
Under the fire pump mode, PLC/RTU control system will initiate a remote command to fire control panel and the fire pumpcontrol panel will start the Electric Fire Pumps first and then turn off the Potable Water Pumps. The jockey pump is used toassist the electric fire pump and maintain the desired pressure and flow on the network.
This mode will be maintained until the hydrant(s) is/are closed; the sudden drop in flow will be again measurable at the flowmeter installed at the discharge manifold of the pumping station. When the flow drops below the potable water pumps’ run-outpoint, the system will revert back to potable water pump mode by turning off the fire pumps first and then turning on thepotable water pumps.
During fire event, when electric fire pumps are not available due to power failure/maintenance or tripped, the diesel standbypump will be triggered automatically by diesel fire pump control panel.
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Potable Water Pumps Modes of Operation
For each pump, a selector switch shall be provided on MCC panel allowing the following operational modes to be selected:
Local: Pump operates as per (start/stop) command issued by PLC program of Local Control Panel. Pump speed will becontrolled by PLC.
Remote: Pump are controlled and monitored remotely by Master SCADA through RTU program. Pump speed will becontrolled by RTU/SCADA
Auto: Pump operates automatically as per (start/stop) command issued by PLC/RTU program. Pump speed will be controlledby PLC/RTU.
Hand: Manual control is available for pump. In local control, pumps will be started and stopped using push buttons located onthe associated Control Panel.
Off: Pump will be unavailable for any mode of control
7.11.9 Potable Water Pumps General Control Philosophy
The final and detailed operation and control philosophy of potable and fire water pump station shall be based upon the surgeanalysis and hydraulic studies which shall be submitted during detailed design stages.
However a brief preliminary study of general control philosophy of potable water pump station is described below.
The Potable Water Pumps shall supply water to the Potable Water network. There are three (3) nos. Potable Water pumpsproposed operating as (Duty/Assist/Standby). All Pumps shall be equipped with variable frequency drives (VFDs). Operation ofeach pump shall be controlled by its associated Logic Block programmed in the PLC responding to a pressure variation (headvariation) on the network and level in the storage tank.
The pump speed shall modulate to compensate the differential pressure value on the network. The pump speed / pumpoperation configuration shall be deemed to be suitable whenever a steady output pressure is achieved.
As the required output pressure is a function of friction losses through the distribution network, and so dependent upon flow,the target condition cannot be defined in terms of set points, instead the target condition is a steady state. Whenever thesteady state is disturbed, the pump operation shall attempt to reach a new steady state condition. When the pump is runningat low speed and the discharge pressure continues to rise, the pump will be stopped.
In normal operation it is expected that the pump will be operating all the time. The pump duty shall rotate automatically on dutypump stop, or every 12 hours, whichever is sooner. If the operating pump fails to start or trips during normal operation, standby pump will automatically cut in for continuous operation.
Level transmitter shall be incorporated in the reservoir to transmit high and low level alarms. Conductive level switches areprovided in the reservoir as a backup for level transmitter. All pumps shall be inhibited to start in Auto and Manual modes toprotect against dry running low reservoir level. Pumps shall not start when:
A low level condition is detected in the storage reservoir, below the safe operating level for pump. A high pressure condition in detected in discharge side, near the pump’s maximum discharge pressure rating. A high flow condition is detected on discharge side, near the pump run out condition.
Detailed pump/motor monitoring, such as bearing and winding temperature, moisture, overload, etc., shall beinterlocked with pump control by dedicated integrated electronic motor protection relay controllers. In the event of thedetection of any these conditions, the pumps will be tripped at the VFD level and an alarm is generated. The pumpswill not operate in automatic or manual control until and unless the fault has been cleared.
The following shall be described during detailed design after considering Surge analysis recommendations and hydraulicstudies.
Pump Start /Stop conditions.
Pump Failure or trip conditions.
Failure and Recovery Mode.
Pump interlocks and Logic.
Fire and Potable Water Pumps Switchover and Restoration.
Fall Back Strategy.
Control system Communication failure and restoration.
Remote communication.
All Process set points such as flow, pressure and level.
All alarm points.
Cause and Effect Schedule.
Pump Duty Selection
The operator can select either individual pump duty selection, or cyclic duty selection. The pump selected as Duty 1 will startand run according to the demand whilst the pump selected as Assist will start when the flow not meeting the desired set point ,This sequence is used regardless of the number of pumps, But if cyclic duty is selected, then the duty selection will berotated/altered each time a pump stops. The next pump to start is the next in the duty list; the next pump to stop is the pumpthat has been running longest. The cyclic duty list will be 1-2-3, then 2-3-1 and then 3-1-2. If any pump has a fault or isunavailable, it is not included in the duty list. If a pump fails, then the next pump in the list is started immediately and thefaulted pump is taken out of duty.
Maximum Run Hours
Every pump has a maximum run-time of 12 hours. When one has run continuously for 12 hours the PLC/RTU will stop thepump. If a pump is still required to run at the station, the next pump in the duty list will be called.
Maximum Run parameter
Maximum Pumps to Run’ parameter is set to two (2). Therefore, only two pumps may be running at a time. If the flow andpressure demand is above the desired set point of Duty1 Pump, then the Duty 2 pump will be activated (if available) and willstop at Duty 2 Stop point.
A fixed time delay of 10 seconds must elapse after the start of one pump and the start of the next pump. This is to prevent twopumps from starting together and minimizes potential overload conditions. In addition, at the completion of a pumping cycle, aprogrammable delay is activated. This is to prevent excessive operations of the pump units.
If ‘Cycle’ duty is selected by the operator then, the duty pump is rotated to ensure even operation of the pump units. In thismode, each Start signal is sent to the next pump in the Duty list and each Stop signal is allocated to the longest-running pump.The operation of the standby pump will generate an alarm back to the master station.
Pump Availability
Availability of the potable water pumps to the control system operation depends upon several factors. They are as follows:
415V AC Power Healthy is OK.This signal is derived from the phase failure relays within the MCC. The control program will monitor this signal and disableoperation of all systems upon any loss of this signal. The signal must be active for ten (10) seconds before the control programwill flag that the power is available (to ensure continuity of supply).
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Local/Remote in REMOTE position.‘Remote’ must be selected so that the RTU has control of the station.
Pump not remotely INHIBITED.The pump must not be inhibited from remote control by the operator. Pump Inhibit disables operation of the pump by making itunavailable to the process control system.
Pump AVAILABLE.The pump unit must be selected in ‘AUTO’ and have healthy supply to be available to the control system.
Pump not in FAULT.The pump unit must not be in fault to be available to the control system.
Pump not FAILED TO START.The pump unit must not have an existing “failed to start” alarm to be available to the control system.
Pump Failed to StartThe RTU will monitor the pump to ensure that the pump is running when it is called by the pump run output. If the pumprunning signal is not present within 30 seconds (default value) of when the pump is called to run, it will be flagged as “pumpfailed to start”. The time delay shall be adjustable and operator configurable.If a pump has failed to start, the two options to reset the fault are:
Locally, if the pump is selected out of ‘Automatic’, the “pump failed to start” flag will be cleared. Selecting the pumpback into Automatic’ will then make the pump available for automatic control again.
Alternatively, the operator can clear the “pump failed to start” flag on the SCADA system.
Pump Available
The pump available SCADA signal will be removed if a fault condition is present for that pump.
The I/O list shown below is preliminary; however the detailed I/O list shall be finalized only after the detailed P&ID drawings,operation and control philosophy.
7.11.10 SCADA SystemThe Pump station shall be connected to Central Command centre. Accordingly the hardware and software shall be selected.
The SCADA system is located in LV control room consists of:
Server 1 & 2 (Redundant).
PC - 2 no’s (Client 1 & 2).
Printer.
The facility of interfacing this pumps station control system with Pump station SCADA is through RTU using ETHERNETcommunication via DNP3/Modbus/Equivalent standard open protocol acceptable to Qatar local standards and regulations.
7.11.11 Electrical Equipment
Electrical equipment located in the wet areas shall be suitable for use under corrosive conditions and be rated for a hazardousarea in accordance with International hazardous area applications guidelines.
Where cables pass through hazardous area boundaries, suitable precautions shall be taken to prevent the passage offlammable gasses, vapors or liquids across the boundary. This shall be achieved via a proprietary gas tight seal or transitsystem. The method of sealing hazardous area boundaries shall take due consideration of operational and maintenancerequirements.
Where the sealing on a hazardous area boundary is likely to be modified on a regular basis, the selected method of sealingthe boundary shall be suitable for regular modification whilst retaining a gas tight seal. A fused disconnecting switch locatedaboveground shall be provided for potable pumping station. It shall be protected to IP65 or equivalent.
7.11.12 Environmental Impacts
Pumping stations are conspicuous by their function and every effort should be made to disguise them and reduce theirenvironmental impact to a minimum.
Architectural and layout design and materials shall be chosen for access roads, boundary walls, building superstructures andlandscaping to ensure that the general appearance of the aboveground structures blend in naturally with the neighboringarrangements.
7.12 Progressing Design to Detailed Design
As part of the potable water strategy proposals have been made in regards to diversion of the existing 900mm diameterpotable water supply line running through the QEZ development. The existing 900mm diameter potable water supply line willbe diverted to avoid conflict with plots and corridors defined as per the QEZ1 Master Plan. Meetings are to be held withauthorities to discuss the following:
Diversion scenarios for the 900mm and 1200mm existing potable water lines;
Confirm proposed supply tap-in point locations;
Configuration of the overall potable water distribution network;
Pumping capacity and pressure heads for both the potable water and fire fighting network; and
Compliance with KAHRAMAA and Qatar Civil Defence guidelines.
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7.13 SCADA /Control System I/O ListTable 7.16a: Typical I/O list Table 7.16b: Typical I/O List
Sr.No I/O description DI DO AI AO
1 Potable Water Pump 1 ON Status 12 Potable Water Pump 1 OFF Status 13 Potable Water Pump 1 Trip Status 14 Potable Water Pump 2 ON Status 15 Potable Water Pump 2 OFF Status 16 Potable Water Pump 2 Trip Status 17 Potable Water Pump 3 ON Status 18 Potable Water Pump 3 OFF Status 19 Potable Water Pump 3 Trip Status 110 Electric Fire Pump ON Status 111 Electric Fire Pump OFF status 112 Electric Fire Pump TRIP status 113 Electric Jockey Fire Pump ON status 114 Electric Jockey Pump OFF status 115 Electric Jockey Pump TRIP status 116 Diesel Fire Pump ON status 117 Diesel Fire Pump OFF status 118 Diesel Fire Pump TRIP status 119 Reservoir Low Level from Level Switch 220 Reservoir High Level from Level Switch 221 Reservoir Level Transmitter Value 222 Discharge Pressure Value 123 Flow Meter - Flow Value 324 Empty Pipe detection Alarm 625 Flow Meter Totalizer Pulse Signal 326 Differential Pressure Switch Alarm 227 Discharge Valve Open/Close command 428 Discharge Valve Close Status 429 Discharge Valve Open Status 430 Common Fire Alarm 131 Fire Alarm System Fault 132 Air conditioning unit Fault 133 UPS Fault/Trip Status 134 UPS ON/OFF Status 135 AC supply ON Status 136 Battery CB Open Status 137 Common Earth Fault Alarm 138 Battery Room exhaust Fan Failure Alarm 139 UPS cooling Fan Failure Alarm 140 Common Earth Fault Alarm 1
41 Battery Room exhaust Fan Failure Alarm 1
42 UPS cooling Fan Failure Alarm 1
43 Suction Pressure Alarm 6
44 Potable Water Pump 1 ON/OFF Command 1
41 Potable Water Pump 2 ON/OFF Command 1
42 Potable Water Pump 3 ON/OFF Command 1
Sr.No I/O description DI DO AI AO
43 Fire Water Pump ON/OFF Command 144 Jockey Fire Water Pump ON/OFF Command 145 Diesel Control Panel ON/OFF Command 146 Main Discharge Valve Local/remote Status 247 Main Suction & discharge Valve Open/Close Status 2448 Pump Available Signal 649 Pump Local/Remote Signal 1050 Pumps Bearing Temperature Alarm 651 Pumps Moisture sensor Alarm 652 Pump Winding Temperature Alarm 253 Speed Monitoring Signal 354 Vibration Monitoring Alarm 655 Pump Temperature Monitoring 256 Sump Pump ON/OFF Status 257 Sump Pump TRIP/FAULT Status 258 Sump Pit Level Alarms 259 NRV Open/Close Status 1260 Chlorination Value 161 Surge Vessel Inlet Valve Open Status 162 Surge Vessel Inlet Valve Close Status 163 Surge Pressure High Alarm 164 Surge Tank Low level 165 Surge Tank High level 166 Pump Current Value 567 Pump Volt Levels 568 Flood Sensor Value 269 PFCC smoke detector Alarm 170 LV panel (Volts,Freq,Current) value 371 OV,UV,OL Alarms 372 Chlorination Pumps ON/OFF status 273 Chlorination Pumps TRIP /FAULT status74 Spare 25% of Total DI
75 Spare 25% of TotalDO
76 Spare 25% of Total AI
77 Spare 25% ofTotal AO
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EZ01-ES01-AEC-PD1-DRW-PW2-300_04, Rev.01 Pumping Station Single Line Diagram
EZ01-ES01-AEC-PD1-DRW-PW2-300_05, Rev.01 Reservoir Electrical Equipment Room Layout Plan
EZ01-ES01-AEC-PD1-DRW-PW2-300_06, Rev.01 Pumping Station Process Flow Diagram Symbols and Legend
EZ01-ES01-AEC-PD1-DRW-PW2-300_07, Rev.01 Pumping Station Process Flow Diagram
EZ01-ES01-AEC-PD1-DRW-PW2-300_08, Rev.01 Pumping Station Piping and Instrumentation Symbols and Legend
EZ01-ES01-AEC-PD1-DRW-PW2-300_09 to 12, Rev.01 Reservoir Design
EZ01-ES01-AEC-PD1-DRW-PW2-300_13, Rev.01 Potable & Firefighting Water Control System Architecture
EZ01-ES01-AEC-PD1-DRW-PW2-400_01 to 19, Rev.01 Potable Water & Firefighting – Plan and Profiles
Relevant KAHRAMAA Standards
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8.0 TREATED SEWAGE EFFLUENT (TSE) SYSTEM
8.1 Introduction
This section details the design philosophy and methodology considered for the TSE distribution system proposed to serveQatar Economic Zone-1. The TSE system is designed to cater for the proposed soft-scaped areas in QEZ-1, comprising ofopen spaces, streetscapes and buffer zones.
The full Public Realm scheme is presented in Appendix P of this Preliminary Design Report. The TSE network will comprise ofa distribution network which will supply TSE to irrigate the assigned green areas. The distribution network will comprise ofpipes, valves and other appurtenances, conveying TSE, by means of pressure, from the proposed TSE main supply line to thelandscaped areas.
Furthermore, the QEZ-1 TSE system allows provision for TSE to be directed and supplied to the District Cooling (DC) Facility.Raw TSE supplied to the plot can either be polished and then used as makeup water to facilitate the cooling process, or canbe fed directly to the DC Facility. This strategy will ultimately be confirmed by the selected District Cooling Provider.
The TSE distribution network comprises of a looped system, ensuring feed to plots is not susceptible to pipe issues.
8.1 General Description of the TSE System
8.1.1 Source of Irrigation Water
Internationally, many forms of water are commonly secured to facilitate the irrigation system, particularly treated sewageeffluent (TSE), potable water from the municipal network or treated seawater/ groundwater.
TSE is commonly recommended as the most cost-effective, sustainable and environmental friendly source of irrigation water,as it promotes recycling and a healthy water balance. Alternative sources of irrigation water are considered costly as a resultof intense generation processes (on-site seawater or groundwater treatment) which promotes pollution and excessive loss ofenergy. When treating seawater / groundwater, brine is commonly released as a by-product further requiring implementation ofproper brine disposal schemes, providing economical and resource challenges.
8.1.2 Existing TSE Network
The TSE network currently servicing Qatar is managed and maintained by ASHGHAL (PWA). Based on external findings,there is currently a surplus in TSE supply, exceeding the demand required to serve the irrigation purposes for the QEZ1development. Excess TSE is commonly disposed of at outfalls.
However, ASHGHAL has confirmed to AECOM (meeting referenced 22 January, 2014) that a TSE shortfall is expected by2020, restricting TSE supply for irrigation purposes throughout the country.
To secure a functional TSE / irrigation system alternative measures shall be studied, such as the Inner Doha Re-sewerageImplementation Strategy (IDRIS), which will be further assessed and discussed with ASHGHAL.
Existing TSE lines are located in the vicinity of the QEZ-1 site; a 600mm HDPE irrigation line is located along the G Ring road;whereas, a 400mm TSE main line is located adjacent to the Airport Road on the Western side of the existing Doha Airport.
In reference to the ASHGHAL / MWH Master Plan a TSE main is proposed within the East-West Corridor. With constructionexpected by 2016 it is proposed to connect the QEZ-1 TSE distribution network to the TSE main in order to facilitate TSEsupply to the QEZ-1 development.
8.1.3 Authority Liaison
Meetings have been arranged with ASHGHAL to discuss the existing services, the proposed development, and the availabilityof TSE. ASHGHAL has been informed of the proposed TSE strategy and will allow QEZ-1 to connect to their TSE main line. Amodel of the TSE system has been generated via INFO WORKS WS 13.5.3, in line with ASHGHAL standards, as part of thePreliminary Design Stage, defining required flows and pressure requirements within the system.
The Model Build Report will officially be submitted to ASHGHAL for review and approval. The model will be reviewed byASHGHAL to justify connection to the ASHGHAL owned TSE main line running adjacent to the development. Details of thecommunications and meetings are included in Appendix L of this report.
8.1.4 Irrigation Water Demand on Public Green Areas
The explicit landscape details (including type of landscape plants, density, area coverage, etc.) are yet to be confirmed as thelandscape design is currently ongoing and requires Client Approval. In support of the TSE network design an industry-setirrigation rate of 5 to 7 l/ m2 per day has been adopted, as per ASHGHAL sustainability benchmarks. Total TSE operation isset at 24 hours per day.
8.1.5 Irrigation Water Rate
The rate of 5l/m2 and 7l/m2 respectively for the plots and public open space can be achieved with the use of native adaptiveplants and also the use of a water retention that can be utilized which minimizes the runoff in the ground.
8.2 TSE Network Strategy
The TSE distribution network assigned for QEZ-1 has been designed to receive TSE from the existing distribution chamber.Connection points to the system are presented in drawing number EZ01-ES01-AEC-PD1--DRW-TSE-200 to 218, withinAppendix B Annexure B. The design considers that the existing distribution chamber will supply TSE at the required flow andpressure for a schedule of 24 hours. Hence, the proposed TSE distribution network does not require a reservoir and pumpstation. However, space is allocated for an independent irrigation reservoir and pump station in plot PA-UT-12 as part ofParcel A - Phase 2 and optional temporary TSE network / back up connection from the proposed temporary PackageTreatment Plant (PTP) are also proposed as a failsafe option. More details pertaining to the temporary PTP is expressed inChapter 9.
Parcel A & Parcel BQEZ-1 (Parcel A and Parcel B) TSE network feeds public realms and allows provision for on plot irrigation. The TSE systemhas been sized to consider an additional demand of 4,161 m3/day. This supply will serve as makeup water for the districtcooling process.
To serve these requirements the TSE distribution network will consider a minimum pipe size of 250mm. As advised byASHGHAL an irrigation demand of 5 to 7 l/m2/day was considered for soft landscape areas. An irrigation demand of 7 l/m2/dayhas been assigned for public open space and 5 l/m2/day for open spaces within plots. Streetscape shall also consider 5l/m2/day. To be noted that 8% of the plot area is assumed to be soft landscape. Hydraulic modelling using INFO WORKS WS13.5.3 has been completed to size the pipe sizes considering an Extended Period Simulation (EPS) scenario. As per thefindings derived from the modelling exercise the peak TSE flow required is set at 208.86 litres per second (lps) for Parcel A.
Parcel A (Phase 1)The new distribution chamber will be required to supply TSE at the required flow and pressure for a schedule of 24hours. Hydraulic modelling was performed to size the pipe sizes considering EPS (Extended Period Simulation) scenario.
8.3 Design Regulations & Standards
The following Design Codes, Regulations and Standards are applicable for the TSE design works:
Qatar Construction Specification - QCS 2010;
Qatar Sewerage and Drainage Design Manual (ASHGHAL Design Manual) Volume 4; and
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8.4 Basic Design Criteria
The proposed TSE distribution network design will adopt the following design criteria and methodology:
The design will adhere to the standards, specifications, regulations, and policies set by the relevant QatariAuthorities.
The designed TSE distribution network shall have the capability to deliver TSE at suitable pressures under ExtendedPeriod Simulation (EPS) scenario.
TSE connections have been provided to the foul sewer network for flushing the system as requested by ASHGHALfor operations and maintenance purposes, and cleaning until QEZ-1 is at full occupancy (and self cleansing velocitiesachieved in the foul sewer network).
The system pressures at distribution chambers will be set at 3.5 bars as a minimum. To avoid excessive frictionallosses the allowable maximum velocity in the TSE network will be 2.5 m/s; however, velocities between 0.4 m/s and1.5 m/s are recommended.
The material to be used for TSE pipes will be High Density Polyethylene (HDPE) PE 100 SDR 11 (PN 16).
The head loss equation used in the design will be the Hazen-Williams equation with a roughness coefficient of 140.
The minimum depth of burial for pipes will be 1.2 meter from pipe crown.
The hydraulic software that will be used in determining the pipe sizes and pump characteristics is Info Works WS13.5.3.
The required pressure at the tapping point for development is to be 4 bars.
8.4.1 Network Configuration
The TSE distribution network will be designed to have a distribution chamber that will be extended in the future to install theirrigation system as required. A Distribution Chamber will be provided for each TSE catchment. There will be directconnections to each individual plots for irrigation supply. The District Cooling plant will also have a direct connection from theTSE distribution network if the supply is confirmed by the proposed operator.
8.4.2 Online Isolation Valves
Isolation valves are to be installed at main tees for system isolation in case of maintenance and repairs.
8.4.3 Air Release Valves
Air release valves will be installed at high points and other required places to purge entrapped air during pipe filling and normaloperation, as well as to introduce air during pipe drainage.
8.4.4 Wash Out Valves
Washout valves will be installed at low points of the system for drainage. During flushing it shall be connected to the neareststorm water chamber manually.
8.4.5 Service Corridor
In accordance with QHDM, pipelines will be positioned within their allocated reservation within the road corridor.
8.5 Demand Calculations
The TSE Demand Breakdown for QEZ-1 is tabulated below.
8.5.1 TSE Demand for Entire QEZ-1 development
The TSE demands for QEZ are detailed in Table 8.1. As mentioned in the design criteria sub-section above, and in theabsence of a final detailed landscaping strategy, a unit irrigation demand of 5 to 7l/m2/day is considered.
8.5.2 TSE Demand for QEZ Parcel A Phase 1
TSE demand for the development is shown in Table 8.1.
Table 8.1: TSE Demand – QEZ -1 Entire Development – High Level Demand Estimate
QEZ Treated Sewage Effluent (TSE) DEMAND
Landscape Type Area (m2) Irrigation Unit Demand(l/day) Demand
PARCEL - A
Public Open Space 79,224.65 7.00 554,572.55 l/day
Plots Open Space 115,278.00 5.00 576,390.00 l/day
ROW 102,326.51 5.00 511,632.55 l/day
Total Irrigation Demand - Parcel A (l/day) 1,642,595.09
Total Irrigation Demand - Parcel A (m3/day) 1,642.60
District Cooling Demand (m3/day) 4,161.00
Total TSE Demand for PARCEL A (m3/day) 5,803.60
Total TSE Demand for PARCEL A (m3/day) (Including leakage at 10%) 6,383.95
Phase 1 (PARCEL A AND PARCEL B)
Total TSE Demand for entire Development (m3/day) 6,894.32
Total TSE Demand for entire Development (m3/day) (Including leakage at 10%) 7,583.76
Total Irrigation demand – Phase 1 (m3/day) 558.23
Total TSE Demand for Phase 1, inclusive of District Cooling (m3/day) 4,719.23
Total TSE Demand for Phase 1 (m3/day) (including leakage at 10%) 5,191.16
*A detailed breakdown of the Phase -1 Irrigation calculations is presented in Appendix C Annexure B of this document.
8.5.3 TSE Irrigation Storage and Pumping Facilities
ASHGHAL has stated that they do not recommend a TSE reservoir on the development. It is proposed a new distributionchamber will be required to feed QEZ-1 and provide the required flow and pressure to avoid reservoir and pump stations at theproposed distributions chambers. However, the Master Plan has been designed to consider provision for a suitable sizedreservoir and pump station as a contingency.
8.6 Sizing of Various Components
The sizing and configuration of the various TSE elements are shown on the drawings included in Appendix B Annexure B.These sizes are proposed as per hydraulic modelling for the entire development at this design stage, and will be furtherassessed during the detailed design stages after the landscape design is developed and refined.
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8.7 Interface with Authorities
It has been discussed with ASHGHAL that an Irrigation Pumping station and Reservoir is not required to be constructed inorder to accommodate the QEZ-1 irrigation strategy. As such ASHGHAL have confirmed that a direct connection isrecommended to be made via a distribution chamber and have confirmed that the existing pressure at the connection point issufficient to the meet the pressure requirements of the network.
8.8 TSE for Plots
The TSE system feeding into QEZ has been sized to consider provision for on-plot irrigation. On plot irrigation is based on theassumption that 8% of the individual plot area shall accommodate soft landscape with an irrigation demand of 5l/m2/day, asconfirmed. Private plot developers are encouraged to adhere to sustainable practice in efforts to reduce reliance on largequantities of irrigation supply. Individual plot connections have been identified in the preliminary design. Plots can have theirown storage and pump station or design / schedule their irrigation system accordingly considering supply.
8.9 TSE Supply Strategy
The proposed network utilizes a direct connection from the existing TSE main Distribution Chamber located on the Ras AbuFontas Road and as such eliminates the cost of the construction of an irrigation reservoir and pumping station.
8.10 TSE Temporary Supply
If the tapping point to the main TSE line, as proposed by ASHGHAL, is not available at the commencement of the project, atemporary TSE supply will be provided from the proposed temporary PTP located in Parcel B. Temporary STP will includepumps to supply TSE at the required flow and pressure to the TSE network. TSE from temporary STP will be used untilpermanent TSE supply is available.
8.11 TSE Modelling Results
8.11.1 Overview
The TSE demands for QEZ-1 Phase 1 were considered in the overall design model and categorized as customer points.Demand loads were assigned at each distribution chamber. 10% of the total demand at a distribution chamber was also addedto the model at a customer point as leakage demand and assigned to its respective distribution chamber. TSE demand of5191.16m /day in Phase 1 of QEZ-1 is required to be met inclusive of 10% leakage loss. Additionally, 20-30% allowance forfuture expansion was added in the simulation. A summary of the demands added and reassigned in the model is given below.
Table 8.2: Demand Scenarios
Scenario DescriptionDemand
l/d l/s m3/day
BaseTSE Demand 4,719,234.19 54.621 4,719.23
Leakage (10% of base demand) 471,923.42 5.46 471.92
Total Base Demand for QEZ-1 Phase 1 5,191,157.61 60.08 5,191.16
Leakage (10% of base demand) 627,658.15 7.26 627.66
Total Pipe Sizing Demand for QEZ-1 Phase 1 6,904,239.62 79.91 6,904.24
WinterTSE Demand 471,923.42 5.46 471.92
Leakage (10% of base demand) 47,192.34 0.55 47.19
Total Winter Demand for QEZ-1 Phase 1 519,115.76 6.01 519.12
8.12 Demand Patterns
TSE required for Phase 1 of QEZ-1 is 5,191.16 m3/day distributed among distribution chambers based on the customer pointsdefined in the QEZ-1 INFO WORKs model.
The diurnal profile that has been adopted for Phase 1 of QEZ-1 model as indicated below in Table 8.3. The patterns wereselected and agreed upon after subsequent queries and draft patterns were reviewed by the PMC for QS015.
Table 8.3: Demand Pattern used in Phase 1 of QEZ-1 model.
The main existing TSE in the vicinity of the site consists of 600mm HDPE irrigation line along the G Ring road.
The TSE demand of Phase 1 of QEZ-1 is 4719.23 m3/day (irrigation demand) + 471.92 m3/day (10% leakage) which gives atotal TSE demand of 5191.16 m3/day. Details of the interface point for QEZ-1 with the 600mm HDPE line is mentioned below.
Table 8.4: Interface points for QEZ-1
Node Name X (m) Y (m) Elevation (m) Ground Elevation (m)
QEZ1_98 237984.42 386076.84 44.57 5
QEZ1_376 237583.08 385838.5 44.57 5
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Figure 8.1: Normalized Demand Pattern – Local Road & Government, Park & District cooling Direct Supply.
Figure 8.2. Pipe Sizing Demand Pattern - Local Road & Government, Park & District cooling Direct Supply.
Figure 8.3. Winter Demand Pattern - Local Road & Government, Park & District cooling Direct Supply.
8.13 Network constraints
Flow and Pressure to be available in tapping points are to be confirmed by ASHGHAL.
8.13.1 Hydraulic Performance
A summary of the hydraulic performance of Phase 1 of QEZ-1 TSE network is given below in Table 8.5.
The pressure results for the normalized run scenario in the Phase 1 of QEZ-1 TSE network shows the minimum pressure is3.51 bars at node QEZ1_328_WO5 and the maximum pressure is 4.06 bars at node QEZ1_49 whereas the average pressurein the whole network is 3.90 bars.
The minimum pressure in the network is above Authority’s preferred pressure of 3.0 bars.
Table 8.5: Summary of Hydraulic Performance for QEZ-1
Scenario Parameter Minimum Maximum Average
Normalized Scenario
Pressure (Bars) 3.51 4.06 3.90
Head (m) 41.27 44.42 42.52
Velocity (m/s) 0 1.82 -0.4
Headloss (m/km) 0 11.97 0.488
Pipe Sizing Scenario
Pressure (Bars) 3.34 3.89 3.63
Head (m) 38.94 44.31 41.08
Velocity (m/s) 0 2.41 -.06
Headloss (m/km) 0 20.53 0.82
Winter Scenario
Pressure (Bars) 3.75 4.05 3.97
Head (m) 44.53 44.57 44.53
Velocity (m/s) 0 -0.8 0
Headloss (m/km) 0 0.16 .00
8.14 Preliminary Design Stage Conclusion
In conclusion of the Preliminary Design Stage it is necessary to submit the Preliminary Designs to ASHGHAL for their reviewand approval.
As detailed in the Preliminary design drawings, Parcel A will be fed directly from the ASHGHAL external TSE mains, and aseparate direct connection for the metro plot in Parcel B will be required.
Additional Washout valves were proposed considering required flushing for sewer network as per ASHGHAL recommendation.
The location of Chambers (Air Vales / Washout / Gate Valve) was adjusted to locate it outside the carriage way as perASHGHAL recommendations.
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8.15 Supporting Appendices and Drawings
Appendices Subject
Appendix B Annexure B TSE Design Layouts
Appendix C Annexure B TSE Design Calculations
Drawings Subject
EZ01-ES01-AEC-PD1-DRW-TSE-100_01, Rev.01 TSE Network Sheet Index Plan
EZ01-ES01-AEC-PD1-DRW-TSE-200_01, Rev.01 TSE Network Layout Plan, Sheet 01 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_02, Rev.01 TSE Network Layout Plan, Sheet 02 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_03, Rev.01 TSE Network Layout Plan, Sheet 03 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_04, Rev.01 TSE Network Layout Plan, Sheet 04 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_05, Rev.01 TSE Network Layout Plan, Sheet 05 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_06, Rev.01 TSE Network Layout Plan, Sheet 06 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_07, Rev.01 TSE Network Layout Plan, Sheet 07 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_08, Rev.01 TSE Network Layout Plan, Sheet 08 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_09, Rev.01 TSE Network Layout Plan, Sheet 09 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_13, Rev.01 TSE Network Layout Plan, Sheet 13 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_15, Rev.01 TSE Network Layout Plan, Sheet 15 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_16, Rev.01 TSE Network Layout Plan, Sheet 16 of 25
EZ01-ES01-AEC-PD1-DRW-TSE-200_17, Rev.01 TSE Network Layout Plan, Sheet 17 of 25
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9.0 SEWERAGE SYSTEM
9.1 Introduction
This section of the Preliminary Design Report describes the proposed wastewater network for QEZ-1 Phase 1. In line with bestpractices for sustainable developments, QEZ-1 Phase 1 will be provided with a waste water collection system.
It has been determined that there is a proposed future gravity trunk main as part of the Inner Doha Re-SewerageImplementation Strategy (IDRIS) Proposed Extension (Areas 3 and 4) within the Abu Hamour catchment area which providesa long term discharge solution for the development. QEZ-1 Parcel A is located within IDRIS Catchment 4, and QEZ-1 Parcel Bis located within IDRIS Catchment 3 (see Figure 9.1).
The IDRIS proposed trunk line is deemed to be a non-priority construction envisaged for 2022 as per recent discussions withASHGHAL, whereas QEZ-1 Phases 1 and 2 are envisaged to be constructed by 2018. Thus, there is a need for a short-termsolution to address the discharge loads from the development until the IDRIS trunk line is in place and commissioned.
Furthermore, based on the meeting with ASHGHAL and given the changes in timetable for IDRIS, construction of a temporaryPackage Treatment Plant (PTP) will be required within Parcel B.
Hence, the proposed wastewater network for Parcel A will involve a gravity sewer network with a single temporary lift station topump sewage into the new PTP. The proposed temporary PTP will receive and treat sewage discharges from Phases 1 and 2development until the IDRIS line becomes operational. Both Parcels A and B will ultimately discharge into the IDRIS proposedsewer trunk lines in the long term.
As described in this section of the report and the preliminary design drawings, the Sewerage network required for QEZ-1Phase 1 includes:
Relocation of the IDRIS main into the 40-m major road along the western edge of QEZ-1.
Gravity collection lines within Phase 1.
Temporary lift station located at the center of Parcel A within Phase 2 plot to pump sewage from Parcel Adevelopment into the new PTP as an interim solution until the IDRIS main is constructed, commissioned andoperational.
Temporary lift station within Parcel B adjacent the metro plot to pump sewage to the temporary STP located in ParcelB.
Rising mains from the temporary lifting stations to the temporary STP. The rising main from the lift station located inParcel A will be required to cross the East/West corridor via an under road bore.
Connection of Phase 1 network to IDRIS trunk line in the long term; and
Temporary PTP located near the existing NDIA labour camp STP in Parcel B. This will be either:
- A new temporary STP; or
- Modification of the existing STP currently utilized by the NDIA labour camp.
A meeting with NDIA and their facilities management contractor has been requested in order to obtain the current designdetails (e.g. network, process, TSE generation and distribution, sludge removal process, capacity etc) of the existing STP inorder to determine the modifications necessary for QEZ-1.
The recommended option is to utilize the existing STP, with any necessary modifications for its use, and agreements betweenMANATEQ and NDIA for taking the facility over, and/or for extending the current facilities management contractor to continueoperating and maintaining the STP until IDRIS is operational. However, as a contingency, a temporary STP Preliminary designforms part of the Preliminary Design submission in the event a new STP is required. Additionally, the existing STP already hasthe necessary MOE permits and approvals for its operation, and these would be required to be extended.
9.2 General Description of Wastewater Network
9.2.1 Existing and Future Planned Wastewater Network
Based on updated ASHGHAL information received for IDRIS following the original submission of the CMP Report, there is afuture proposed gravity trunk main connecting the HIA STP to the IDRIS trunk main as shown in Figures 9.1 and 9.2.
The current IDRIS alignment within Area 4 will collect flows from HIA (formerly known as New Doha International Airport), willtraverse QEZ-1 going to the west near the border of Parcel A and then will be directed towards south of the project. However,the alignment of this proposed gravity line needs to be re-aligned strategically to allow connection for QEZ-1. As per recentdiscussions with ASHGHAL, they preferred the trunk line to be re-aligned along the road at the western edge of QEZ-1 ParcelA.
Also shown in Figure 9.1 is the proposed IDRIS gravity trunk network serving Area 3. The upstream section of the trunk linewill be constructed on the west border of Parcel B and will be directed towards west passing through Al Thumama area. IDRISprovides a future discharge point for Parcels A and B, and provided there is sufficient spare capacity, negates the requirementfor an on-site permanent STP.
Additionally, an existing 500mm diameter twin rising mains exist along Al Wakrah Main Street on the Western boundary of theproject. The sewer line collects the wastewater generated from Al Wakrah Town. A new 500mm rising main from lifting stationPSW1 is planned by ASHGHAL along Al Wakrah Road, parallel to the existing twin 500mm dia. rising mains.
9.2.2 Authorities Information and Communications
Updated information has been received for IDRIS following the submission of the FDMP Phase 1 which requires modificationsin the overall sewerage network master planning strategies for QEZ-1. Subsequent meetings with ASHGHAL have beenconducted to discuss the existing and future proposed services, and the development’s projected discharge loads. Thefollowing are some of the significant issues discussed during the meetings with Authorities:
ASHGHAL has agreed to use KAHRAMAA high rates since the overall discharge can be accommodated by IDRIStrunk lines;
IDRIS has been deemed as a non-priority project and is expected to be completed after 2022;
Planned ASHGHAL external rising main to the NDIA STP has been discarded due to insufficient ROW space;
Tankering option and discharge into the NDIA STP as short-term solutions were deemed unacceptable as stated byASHGHAL;
As part of the District Cooling process, the blowdown generated at the District Cooling Plant may be discharged intothe sewer network subject to ASHGHAL approval. The proposed IDRIS line has sufficient spare capacity, providedthat pre-treatment is done to meet ASHGHAL quality requirements (presented in Appendix B Annexure I) prior todischarging into the network; and
ASHGHAL has suggested connection of TSE mains to flushing points along the sewer network for maintenance.
This Preliminary Design Report for Phase 1 has been prepared considering the above latest information. Details of previouscommunications and meetings are included in Appendix L of this report.
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Figure 9.1: Proposed Extension to IDRIS
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Figure 9.2: IDRIS Proposed Extension (Area 4)
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9.3 Basic Design Criteria
The sewer design for Qatar Economic Zone 1 development has been prepared taking into account optimum systemmeasures in line with ASHGHAL requirements.
The design criteria implemented in this study is based on Qatar Sewerage and Drainage Design Manual, Volume 2, FoulSewerage, 1st Edition, June 2005 issued by Public Works Authority (ASHGHAL) – Drainage Affairs (DA). As such, thefollowing design criteria were used in the sewer network Preliminary Design development. The roads and infrastructuredocuments for QEZ-1, in general, are based on acceptable engineering practices in Qatar, and will adhere to the standards,specifications, regulations, and policies set by the relevant Qatari Authorities.
9.3.1 Wastewater Generation Unit Rates
In accordance with ASHGHAL Design Manual, the unit rate for warehouses is 750l/100m2/day. Considering bestengineering practice, this rate is considered high and has not been considered in the calculations.
Wastewater generation unit rates for worker/residents are generally accepted by ASHGHAL as 80% - 90% outcome ofpotable water demand. A different discharge rate is used for visitor population, which is estimated at 80% of the dischargerate for worker/resident. The rates shown in Table 9.1 have been used to calculate QEZ-1 foul sewer discharge.
QEZ is categorized as a light industrial development consisting of warehouses, cold storage, assemblies, showrooms, andservice hubs; accordingly, ‘Commercial/ Office’ discharge rates were utilized in the design. Commercial discharge rates bestserve the discharge requirements of the QEZ development. Mixed use residential plots will also be located mainly along thewaterfront and on the west of Parcel B. Residential land use will have a discharge rate of 320 l/person/day for residents,which is 80% of the potable water demand rate.
Table 9.1: Wastewater Discharge Rates
End UserDischarge Rate (L / person / day)
Worker* Resident* Visitor**
HQ 80 64
Commercial /Retail 80 64
Hospitality 280 224
Showrooms 64 51
Warehouses + Logistics 64 51
Cold Storage 64 51
Mixed Use Residential 80 320 64
Assembly 64 51
Service Hubs 64 51
Residential 320 320 256
*Discharge rate is estimated at a factor of 0.8 of respective KAHRAMAA (Water) rates**Discharge rate for visitor is estimated at 80% of the discharge rate for workers
9.3.2 Wastewater Design Flows
Based on the adopted design wastewater discharge rates and Detailed Master Plan GFA characteristics, the projectedwastewater flows are calculated considering both Base and Uplift scenarios. Sewage flows from worshippers in mosqueshave also been considered in the projections. The estimated wastewater discharges per parcel using Base and Upliftscenarios are tabulated below.
The detailed breakdown is included in Appendix C Annexure A.
Table 9.2: Projected Wastewater Flow for QEZ-1 per Parcel (Base)
QEZ-1 has been designed to consider District Cooling as the cooling technology of choice for specified plots within ParcelA. The District Cooling system will be developed by the nominated District Cooling provider, once selected by MANATEQ.However, to ensure a flexible engineering scheme, a conventional District Cooling system scheme has been considered inthe design of the TSE and Foul Water network.
Details pertaining to the district cooling strategy and communications with utility providers is detailed in Section 13 of thisdocument.
In order to facilitate the District Cooling process; 4,161 m3/day of raw TSE must be supplied from the proposed TSE mainrunning adjacent to the development. The TSE main shall be constructed by ASHGHAL with operation expected by 2019.TSE shall be directed to the Polishing Facility, identified within the District Cooling Plot “PA-UT-08”. The polishing plantshall adhere to Ultra Filtration and Reverse Osmosis treatment technology. The treated / recovered supply, anticipated at3,121 m3/day, shall be considered as makeup water and shall facilitate the District Cooling process.
As part of the District Cooling Process, the cooling water / makeup water shall undergo recirculation. Cycles ofconcentration within the system results in the accumulation of dissolved minerals in the re-circulating makeup water, whichwill ultimately be discharged into the Foul Water network as “Blow Down” in order to minimize scaling and fouling.Considering the overall cooling load, and the size of the District Cooling Facility, blow down is estimated from 500 m3/dayto 1,050 m3/day. A peak flow of 36.46 L/s from the DC plant shall be discharged within an 8 hour period on a daily basis.Accordingly the waste water system and the STP have been sized to factor in the ‘Blow Down”.
Discharging blow down into the foul water system is subject to ASHGHAL approval.
The lifting station and rising main design has also been verified to ensure proper operation in the case that no DC blow down isdischarged into the system. Findings show that the pressure main velocity and pump cycle are within acceptable limits evenwithout the DC blow down.
9.3.3 Peaking Factors
There are several formulas to estimate the peaking factor. The Design Manual presents the Babbit formula as the mostrepresentative formula for Qatar. The Babbit formula is highlighted below:
PF = 5
Where: PF : Peaking Factor. P : Population in thousands.
The peaking factor shall not exceed 6.0 and should not be less than 3.0.
9.3.4 Minimum and Maximum Velocities
In line with the Design Manual, the foul sewers should be at least 200mm diameter and lay to a minimum slope of 1.67%. Thisgradient can be relaxed to 0.67% where several dwellings are connected to the head of the sewer and the standard ofworkmanship during construction is high. To minimize the required maintenance for the foul sewers, the sewer shall be designedto be self cleansing. This means that the sewer is designed to achieve a velocity at least once per day that will carry all soliddeposited material along the pipe and not leave any materials deposited in the invert of the sewer. Table 9.8 shows approximateself cleansing velocities for different foul sewer sizes. The flow velocity in the foul sewers shall not exceed 2.0m/s with 2.5m/s asan upper limit. The high velocities might increase the odour emissions and noise can become a problem. In small sewers, lessthan 600mm diameter, it is not necessary to limit flow velocity.
Table 9.8: Approximate Self-Cleansing Velocities for Foul Sewers
The maximum design depth of flow shall not exceed 0.75 of the pipe diameter at peak flow.
9.3.6 Pipe Materials and Class
Based on the Drainage Manual, the preferred pipe material for use in gravity foul sewers equal to or smaller than 1000mmdiameter is Vitrified Clay (VC). For pipes larger than 1000mm diameter, GRP pipes will be used.
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9.3.7 Hydraulic Equation
Hydraulic modeling for this project is done using SewerCAD. The software uses Manning’s equation to size the foul sewers,which is expressed as follows:
nSARQ
2/13/2
Where: Q : Discharge (m3/s). A : Cross-sectional area of flow (m2). R : Hydraulic radius (m).
S : Pipe slope (m/m). n : Manning’s roughness coefficient.
9.3.8 Construction Depth
The minimum cover depth from finished ground level to top of pipe should be as per Table 9.9. These values will often needto be exceeded in upstream sewers to allow adequate falls for plot connections and to avoid other utilities in congestedareas.
Table 9.9: Minimum Sewer Cover Depth
Location Minimum Cover
Urban Areas (Paved) 1,200mm
Rural Areas (Unpaved) 900mm
With Protection 500mm (depth to top of protection)
Other Pipeline Services500mm clearance preferred
300mm clearance for twin rising mains in common trench200mm absolute minimum clearance
9.3.9 Manhole Positioning
Manholes are the main access points to the sewerage system for operation and maintenance. Maximum manhole spacingshall not exceed the values mentioned in Table 9.10:
Manholes should not be constructed near to the kerb lines if possible;
Manholes should be constructed at the head of each system, and at every change of diameter, direction and/orgradient;
A manhole should be constructed at every significant sewer junction, i.e. where the connecting sewer serves morethan five properties;
Manholes should not be constructed in locations on bends in the highway, which may cause vehicles to skid; and
Manholes should be accessible at all times.
Table 9.10: Maximum Manhole Spacing
Diameter (mm) Distance (m)
600 80
> 600 120
9.3.10 Service Corridor
In accordance with MMUP ROW sections, pipelines will be positioned within their allocated reservation within the road corridor.
9.3.11 Design Codes, Regulations and Standards
The following Design Codes, Regulations and Standards are applicable for the Sewerage design works:
Sewage lifting stations shall be designed to handle the projected peak influent flow rate. Pumps will be designed and selectedsuch that the operating point on the pumps curve corresponds to the maximum pump efficiency range. Where possible, similarpumps shall be installed, operating as duty/ and standby to avoid any changes in the pumping regime. For Category A and BSewerage Pump Station, a single Standby Pump capacity is required so that should any of the pumps in the station beinoperable due to routine maintenance or mechanical failure, the operation of the station can still be maintained.
The maximum discharge rate from lifting station when the duty pump and rising main is in use should be slightly greater than orequal to the maximum incoming flow to the station. Pumps shall be selected with head-capacity characteristics that correspondas closely as possible to the overall station requirements. In general, submersible lifting stations are generally selected for flowsup to 100 L/s. Submersible lifting stations shall have the following features:
Minimum of one duty and one standby pump;
Non-return valve and gate valves for isolation of each pump;
Valves to be in a separate, easily accessible chamber adjacent to the pump sump;
Air reaction operation level controls as follows:- High level alarm (also float);- Pump start;- Pump stop;- Low level pump protection.
Ultrasonic level controls should not be used for sewage;
Air reaction level equipment shall include stainless steel dip pipe and duty/standby compressors.
Scope of Design for Mechanical Works
The scope of mechanical works shall include the following:
Selection and sizing of the following:- Submersible Pumps.- Piping inside wet well and chambers.- Valves.- Lifting Equipment.- Odour Control System.- HVAC System.- Surge Vessel (if required).
Development of Equipment & Piping Layout.
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Scope of Design for Electrical, Instrumentation and Control Works
The scope of work for Electrical, Instrumentation and Control System shall consist of the following:
Development of Process and Instrument Diagram (P&ID) and Single Line Diagram (SLD).
Sizing and quantifying of Plant and Equipments for:- Switchgear.- Instrumentation.- PLC and I/Os.- Lighting and small power system.- Earthing.
Sump Volume
Pump sumps shall have a minimum sump volume calculated to ensure that during worst flow conditions, any pump installedwill not exceed the maximum allowable starts per hour.
The minimum sump volume is calculated using the following formula taking into consideration that the worst case scenariowill occur when the inflow is exactly half of the pumping rate:
=4
Where:T : Cycle time for the pump (min)V : Volume of sump between the start and stop levels in m3
Qp : Pumping rate in m3/minute
Losses
Pipe friction losses shall be calculated using the Hazen Williams formula.
The following design criteria shall be adopted for the design of rising mains:
Table 9.11: Rising Mains Design Criteria
Parameter Design Criteria
Velocity Minimum: 1.0 m/s
Maximum: 2.0 m/s
Pipe size Minimum: 100 mm
Gradient Minimum: 1:500
9.3.12.1 Materials of Pipes and Fittings
The rising main shall be HDPE OD355 (Parcel A-LS) and OD160 (Parcel B-LS) SDR11, PN16. HPDE pipes are locallymanufactured, easier to install, and do not require thrust blocks. HDPE pipes are also cheaper than DI pipes.
Since the rising mains will be temporary and will be abandoned in the future, HDPE material is proposed to be used. Furtherdetails are provided on the schematic drawings in Volume 2 of this report.
Pipes and fittings inside the pump station (wet well), chambers for isolation valves, air release valves (ARV), washout, flowmeter, surge vessel and discharge pipe shall be Ductile Iron (fusion bonded epoxy coated internally and externally). DI Pipesshall be rated to PN16.
Chambers and Valves
Isolation and Cross Over Chambers
A cleaning chamber shall be placed at start of the main in the vicinity of lifting station and as appropriate for all pipe diameters.
At selected locations chambers shall be provided for isolation, air release and emptying purposes depending on the individualconfiguration as follows:
Air Valves
Air release valves will be installed at high points of the pressure mains. Air release valves will also be installed at change ofgrade.
Washouts
In order to drain the rising main in case of maintenance and repairs, washouts will be installed at low points. Washouts will belocated in concrete chambers and will be connected to concrete manholes or receiving pits to facilitate pumping of drained waterusing mobile pumps.
Discharge Chamber
Discharge chamber will be arranged to avoid turbulence or splashing. Vertical drop pipes will be avoided and the end of the risingmain shall always be full. All surfaces of structure will be protected against corrosion.
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Sewerage Pump Schedule
Table 9.12: Sewerage Pump Schedule
LiftStation
Peak Flow
(L/s)
Pump Configurations
Total Head
(m)Type Drive Impeller
SolidHandlingCapacity
(mm)Nos. Category
Parcel A 1271 Duty + 1 Standby
(100% Standby)B 47 Submersible
FixedDrive
Self-cleaning
type80
Parcel B 261 Duty + 1 Standby
(100% Standby)A 41 Submersible
FixedDrive
Self-cleaning
type80
For the cycle of duty mode, the pump duty schedule shall be rotated to ensure even operating hours of each pump unit. If aduty pump is not available or faulty, the standby pump will be activated. The pumps shall be suitable to achieve themaximum pump cycle of 10 starts per hour.
Odour Control Unit (OCU)
Wet areas should be normally be ventilated by air extraction only, with a natural air supply to keep the wet area underslightly negative pressure and avoid releasing odours to the atmosphere. Each fan should have a two-speed motor.Ventilation rates shall be designed to ensure removal 95-99.5% of H2S. Wet areas shall have 8 air changes an hour (ACH)for normal operation, increasing to 16 ACH during maintenance.
The design for Odour Control Unit shall be suitable for the following conditions;
Sewage Temperature = 25-35 oC
Ambient Temperature = 0-50 oC
Relative Humidity = Up to 100%
Temperature of air vented from the = Up to 30 oC
Sewerage system to an OCU;
Radiating surfaces temperature = 85 oC
Hydrogen sulphide from below covers = 250 ppm
Hydrogen sulphide from below covers = 10 ppm
Table 9.13: Odour Control Unit Schedule
Lift Station Number of Fans
Fan Capacity (m3/hr) Fan StaticPressure
(Pascal)
TypeNormal Mode
MaintenanceMode
Parcel A 1 Duty + 1 Standby 755 1510 2500Two beds activated carbon.Regeneratable using caustic
soda or potash
Parcel B 1 Duty + 1 Standby 235 465 2500Two beds activated carbon.Regeneratable using caustic
soda or potash
It is recommended that the specified Fan Static Pressure shall be reconfirmed by the EPC Contractor based on theManufacturer’s data sheet based on the head losses of the Odour Control Unit.
Surge Control
Surge vessel(s) (if required) can only be specified in detail after the surge analysis has been finalized.
The surge vessel(s) proposed (if any) shall be ‘Bladder Type’ which will simplify the operation & provide for almost maintenancefree operation.
Lifting Equipment
Lifting equipment outside the wet well shall be single girder Overhead Travelling Crane type. The crane shall have a safe workingload (SWL) as stated below to cater for the heaviest lift.
Table 9.14: Lifting Equipment Schedule
Lift Station Crane SWL Capacity(kg) Hoist Operation Wet well Depth(m)
Parcel A 2000 Electric 13.3
Parcel B 500 Electric 4.1
Air Compressor Schedule for Air Reaction Level Controls
Table 9.15: Air Compressor Schedule
Lift Station Number of Compressor Air Flow Minimum Working Depth(m)
Parcel A 1 Duty + 1 Standby 20.0
Parcel B 1 Duty + 1 Standby 6.0
Air compressors shall be provided for the air reaction level equipment which includes stainless steel dip, pre-assembled checkvalve, intake filters, tees and fittings. The cooling fan shall be suitable to withstand site ambient temperatures.
Potable Water Pump Schedule for Cleaning Purposes
Table 9.16: Potable Water Pump Schedule (For Cleaning)
Lift Station Flow rate(LPM) Pressure(bar) Power(kW)
Parcel A 40 3.8 0.37
Parcel B 40 3.8 0.37
Penstocks
Selection and sizing of Penstock shall match the diameter of the incoming sewer line to the wet well which in this project shall beDN 500 for Parcel A and DN 250 for Parcel B.
Penstocks shall be manual type, and shall be suitable for wet well application’s installations and fitted with headstock.
HVAC
The GRP Kiosk for housing the control / electrical equipment shall be provided with suitably rated Split Type Air Conditioningunits. The indoor unit shall be wall mounted while the outdoor unit shall be floor mounted outside the building.
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9.3.12.2 Electrical, Instrumentation and Control System
The design of these lifting stations is based on Qatar Sewerage and Drainage Design Manual. Permanent standby dieselgenerating plant is not proposed since these lifting stations are temporary and proposed as an interim solution. Howeverarrangements for connection of mobile unit shall be provided. Hence, a portable generator-set connection box is provided.This is connected to the Low Voltage MCC via a changeover switch.
All the Control System components as shown in the P&ID drawing shall be powered by a UPS. This is in accordance withstandard requirements.
The Electrical works include but not limited to the following:
Motor Control Centre (MCC) for the sewerage pumps including cabling from nearest KAHRAMAA Source, tovarious drive motors, odour control system, motorized valves, building services etc.
Provision for connection of MCC to the mobile generator in case of power failure. Uninterruptable Power Supply system including Batteries. Automatic Power factor Correction Capacitors. Lighting and small power installations for control room building and external areas. Earthing and Lightning Protection System. Complete Power, Control and Signal Cabling. Distribution Boards, Control Panels, Junction boxes, ducts, cable trays, accessories, Termination accessories and
all necessary components to make the plant complete and functional.
System Parameters
Medium Voltage (MV): : 11kVNominal Service Voltage (LV): : 415/240VStandard frequency : 50 HzMaximum permissible voltage drop on LV distribution : 4 %Earthing System : TN-SShort circuit level at LV MCC : 50 kA for 1 sec.System Power Factor : to be maintained at >0.95
Table 9.17: Power Demand
Lift StationConnected Load Demand Load
(kW) (kW)
Parcel A 190 105
Parcel B 47 32
Motor Control Center (MCC)
The switchboard shall be a composite switchboard, which shall have flush appearance with the minimum projections. Theswitchboard shall include sections incorporating KAHRAMAA supply incoming circuit breakers, standby supply incomingbreaker/changeover, mains supply metering and sections as per KAHRAMAA/PWA specification.
The switchboard shall be designed to provide complete safety and provide proper and efficient operation of all equipmentinstalled within the station and in the required automatic sequences.
The construction and equipment of the switchboard shall in general comply with the Standard Specification, applicable withthe electrical equipment section of this specification and conforming to the requirements of IEC 439 and BS EN 60439-1, inFactory Built Assembly (FBA) to Form 4, Type 6, IP 54 and having an impact index of IK8.
The MCC shall be provided with front access and the cable entry shall be from the bottom.
The sections of the switchboard shall be:
a. Mains Incoming Supply Sections
1 No. suitably rated main incoming Air Circuit Breaker (ACB) or Moulded case circuit breaker (MCCB) shall be provided on themain incomer section.
Under Voltage Relay (UVR) shall be provided on the main incomer.
A PMU (Power Monitor Unit) shall be provided in each section and shall be fed through CT. The CT’s shall only be used forprotection purposes and separate CT’s shall be provided for instrumentation purposes.
Flush mounting ammeters with phase selector switches shall be provided and connected between the incoming circuit breakersand busbars. Similar flush mounting voltmeters with fuses and phase selector switches to read phase to phase and phase toneutral voltage shall be provided for each circuit breaker. Red, Green and Amber indicating lamps shall be provided and wired toindicate the power supply.
The MCC shall be short circuit rated to 50kA (for 1 sec).
b. Standby Supply Section
A permanent standby generator power supply is not foreseen since these lifting stations are temporary and proposed as aninterim solution. A suitably rated change over switch shall be provided at the incomer section with provision for MAINS-OFF-GENERATOR. The change over switch shall be connected to a generator junction box which shall have provision to connect withmobile generator in case of emergency.
c. Pump Motor Starter Sections
A separate pump motor starter section shall be provided in the MCC for each pump motor with an auto/manual operations facilityfor the pump motor. The starter should be of Soft starter as detailed in the Single Line Diagrams (SLD) necessary to effect thestarting and control of the motor. The starters shall conform to the particular specification.
d. Lifting station DB and Odour Control System
This section shall include power supplies to DB’s, Odour control system, UPS, and spare feeders.
All outgoing feeders of MCC shall be provided with suitably rated MCCB and RCCB.
The switchboards shall be neat in appearance and constructed of matching panels. They shall be arranged for bottom cableentries and rear access cabling. Surface mounted cable boxes will not be permitted on the rear of the board.
A lamp test button shall be included to test all lamps on the panel.
The neutral and earth bars of the main LV panel shall be bonded by a removable solid link. The link provided shall be easilyremovable during testing procedures and in case the star point of the KAHRAMAA/PWA distribution transformers is earthed(separately).
All Cables shall be laid through proper ducts, trays, conduits etc., supported using cleats and other accessories necessary to fixthe cables. The spacing between adjacent cleats shall not exceed 1.5m.
All spare enclosures shall be provided with droppers for any future connections.
Power Factor Correction Capacitors (PFCC)
A standalone Power Factor Correction Capacitor panel shall be supplied and installed to improve the overall power factor of theplant to 0.95 lagging or better to meet KAHRAMAA/PWA regulations.
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PFCC shall be designed and manufactured for automatic centralized operation for site-wide power factor compensation byemploying multi-steps. It shall be contained within a standalone Factory Built Assembly (FBA) in a minimum Form 2enclosure to IP54. PFCC shall be fitted with forced ventilation fan and louvers as necessary. PFCC shall be disconnectedwhenever the associated equipment are fed by the generator set. The enclosure shall be sized to accommodate anadditional spare step of equal rating for future use. The internal wiring within the PFCC enclosure shall be fire retardant to105°C. The PFCC shall take into account any harmonic filter installations connected to the same power distribution so as toavoid any LC resonance with these and any upstream transformer reactance.
Capacitors shall be self-healing type confirming to BS EN 60831 and use a metalized polypropylene film element, fullyencapsulated in plastic housing. Capacitors shall be of low loss type, fitted with over pressure disconnect device and a wirewound discharge resistor sized to automatically discharge the capacitor to less than 50V in less than one minute. Capacitorsshall be designed to carry 135% of rated current and 110% of rated voltages continuously at 50°C.
Contactors shall be capacitor-rated duty specifically designed for switching capacitive current. Where required, anti-resonance detuned reactors or filters deemed necessary to reduce the harmonic content in accordance withKAHRAMAA/PWA regulations shall be included.
An alphanumerical LCD, microprocessor-based automatic power factor correction regulator shall be provided to controlsteps and display measurements. The regulator shall have built-in relay for remote communication of any alarm conditions.It shall also provide facility to manually energize/de-energize capacitor steps for the purpose of testing and verification of therequired/set power factor.
Earthing and Lightning Protection System
Earthing system shall be designed taking into consideration the soil resistivity, sizes and number of electrodes required etcto achieve a resistance of 1 ohm or less.
The earthing installation shall comply with BS 7430, the regulations of KAHRAMAA/PWA, and local electricity supply utilityregulations, BS 7671 and requirements of the Specification.
Main earth electrodes shall be provided and installed adjacent to the MCC room and shall be connected to the MCC panelearth bar.
Two (2) No. 150mm² minimum PVC/PVC insulated cables coloured green/ yellow shall be taken from the main earth bar tothe electrodes which shall be installed in the form of a ring. Concrete inspection covers of approved design shall be providedat each earth electrode. Suitable disconnecting links shall be provided for testing purposes.
The main earth and neutral bar (in the main LV panel) shall be connected together by means of a removable link. This isdone to provide clearing for the fault currents in case the star point of KAHRAMAA/PWA distribution transformers is notearthed.
A Lightning Protection System (LPS) is foreseen for the control room of the pump station. The Lightning protection systemshall be independent of plant earthing system and the total earth resistance of LPS shall be 10 ohms or less.
Electrical Installation
The electrical installations shall be in accordance with:
a. Regulations of KAHRAMAA / PWA.
b. Local Electricity Utility Regulations.
c. The Institution of Electrical Engineers of Great Britain Regulations, 17th Edition BS 7671 incorporatingamendments 1, 2 and 3.
d. Requirements of the Specifications.
The lighting and small power system shall include but not limited to lighting, sockets, ventilation, air-conditioning,distribution boards etc.
The installation of electrical system, equipment and materials shall be carried out as shown in the tenderdrawings in compliance with the requirements contained in the latest editions and supplements of the followingstandards, codes and regulations:
- Steel conduits and fittings for electrical wiring. BS 31
- Cartridge fuses for voltage up to and including 1000 VAC, 1500 VDC BS 88
- Hot dip galvanising BS EN 1451
- Requirements for electrical installations (IEE Wiring Regulations 17th
Edition)BS 7671
- Specification for cables with thermosetting insulation for electricitysupply for rated voltages of up to and including 600/1000V and up toand including 1900/3300
BS 5467
- Specification for PVC insulated cables for electricity supply BS 6346
- MS Sheet for cable trays and fittings BS EN 10029
- Nominal cross-sectional areas and composition of conductors ofinsulated cables
IEC 228
- Rubber insulated flexible cables and cords with circular conductorsand a rated voltage not exceeding 750V
IEC 245
- Calculation of the continuous current rating of cables (100% loadfactor)
IEC 287
- Standard colours for PVC insulation for low frequency cables andwires
IEC 304
- Outside dia. of conduits for electrical installation and threads forconduits and fittings
IEC 423
- General purpose and specification for luminaries emergency lighting IEC 598
- Specification for conduits for electrical installation IEC 1035
LSF cables and wires shall be used inside the buildings.
Properly sized heavy grade uPVC conduits to BS EN 50086-2-1 shall be used for concealed wiring in screed,concrete, or partition walls. Surface wiring shall be run in heavy-duty G.I conduits and /or trunking.
Due consideration shall be given to the de-rating of components and cables due to high ambient temperatures,grouped and multi-cable circuits installed on a common cable tray, ducts or trunking etc.
All electrical installations in the Control Room Building shall be concealed and flush mounted unless otherwisespecified or necessitated by site conditions.
Distribution Board
The Distribution Board shall be a composite segregated fully shrouded flush/surface mounted MCB distributionboard with a suitable rated incoming TP MCCB at all facilities.
The number of ways for the distribution board shall be decided as per the final number of circuits taking intoconsideration the type of RCDs provided for power circuits. The final arrangement shall be agreed upon byKAHRAMAA/PWA and the Engineer.
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The design and construction of the distribution board shall conform to the relevant Clauses and Section ofthe standard specifications.
The distribution board shall include for all the electrical installation works at the respective facilities.
Lighting
The lighting design and minimum lux levels shall generally be in compliance to ASHGHAL standard andCIBSE Code for Lighting and Guides.
The exact number of fittings in each area shall be calculated in the detailed design stage. Lighting switches shall be matt chrome rated at 15 Amps and shall comply with BS EN 60669-1.
Where light fittings are being controlled remotely the switches shall be labeled with the area they arecontrolling both in Arabic and English.
Area lighting is foreseen for the pump station compound. The lights shall be mounted on G.I. Poles. Suitableconcrete foundation shall be provided for each pole. Area lighting shall be controlled by Photocell and Timer.A provision shall be available to operate the lights in manual mode. A lighting arrangement and distributionshall be carried out during detailed design stage.
Socket Outlets and Small Power
The number, installation height and type of socket in each area shall be in accordance withKAHRAMAA/PWA regulations.
Control System and Field Instrumentation
The Control system shall be hosted inside a standalone PLC panel, with the HMI fixed to the compartment door, thecompartment shall be located to assure visibility/accessibility of the HMI. Separate instrumentation earthing shall beprovided along with signal conditioning/protection as required.
PLC System
PLC shall have a HMI unit to display the readings, alarms etc., The PLC shall be dual redundant hot standby configuration.Each PLC of the dual redundant configuration shall comprise of central processing units, memory, input/output drivers,watchdog timer, communication modules, and power supplies etc. The PLC shall have an open protocol for futurecommunication. The PLC I/O shall be configured to assure signal segregation so that failure of a single module will haveminimum effect on the system, 20% of the installed I/O's to be supplied as spares.
Human Machine Interface (HMI)
The HMI shall display the readings, alarms, etc. HMI unit shall be located on the PLC panel.
HMI unit shall be configured to display data in a logically ordered format allowing quick and easy access tomeasured variables. Where displaying all data in one screen would result in a cluttered or confusing display there will bea requirement for a number of screens. Data shall be displayed and accessed in a clear and logical way. The method usedto switch between screens shall be simple and intuitive. Periodic automatic scrolling of screens may be offered as an optionbut it shall be possible to disable this mode if desired.
Where the programmable operator terminal is used to view and enter control set points, it shall be necessary to enter apassword correctly entered; the new set point value may be entered. The entered value will be error checked to ensure thatthe entered value is within the acceptable range. If the value entered is acceptable, the operator shall be alerted that the setpoint has been accepted and the entered value shall be written to the relevant PLC register. If the value is outside theacceptable limits, the operator shall be alerted that the entered value is outside acceptable limits, the entered set point shallnot be written to the PLC and the existing set point data shall be used.
Programmable operator terminal units shall have a backlit display with minimum display size of 15". It shall be touch screen type.Colour 18 pit colour graphics is required. Touch screens shall be divided into touch cells, with each cell rated for a minimum of1,000,000 presses.
The HMI shall store its' view configuration in non volatile memory to enable normal operation to resume without operatorintervention on resumption of power supply following an outage. A battery backed real- time clock shall be provided.
HMI unit shall be provided with a communication port to enable connection to the PLC for operational use or a PC with suitableconfiguration software for programming purposes.
HMI units shall be powered by either a 110 VAC or 220 VAC or 18-30 VDC supply and shall have a power consumption of nogreater than 100VA.
Control and Operation Philosophy
All signals from pumps, MCC, odour control fans, battery backup system, float type level switches, flow meter, pressuretransmitter, level transmitter, H2S sensors and check valve status shall be interfaced with the PLC/RTU control system for theautomatic operation of pumps
Control system shall have the following levels of operation:
Remote : Control system shall be operated from Central Command Centre through RTU Local : The operation shall be transferred to PLC and carried out locally from the PLC panel.
The transfer between the levels is bumpless and when any fault is restored, the level shall be automatically switch back to higherauthority levels.
It is recommended that the pump station be placed in Remote level of operation, once the complete integration of pump stationwith Central command centre is ready.
Each pump shall have three Modes of operation:
Auto: This mode indicates that the pump is ready for automatic operation by the PLC/RTU; the PLC/RTU shalltake the pump into consideration as Duty or Standby depending on the pump selection logic. This is regularmode of operation.
OFF: In this mode, the pump starter shall be disabled and the pump shall not start for any reason. This mode isapplicable only during emergency situations.
Manual: In this mode, the pump shall be available for operation through a Start/Stop push buttons located on theMCC. This mode is applicable only during maintenance stages
Mode of operation for each pump shall be set by a Pump Mode Selector switch located on the MCC panel.
A mushroom type with mechanical latch Emergency Stop switch located on the MCC shall cause the duty pump to stop if runningand put all pumps to stop during Emergency situations. After resuming from release of emergency push button on the MCC,PLC/RTU shall verify the following conditions:
Emergency Stop:PLC/RTU shall reevaluate the Lifting Station Mode depending on pumps Mode Selector switches position and thestate of the Motor Protection Relay for each pump.
Changing the mode of operation of any pump from Manual to OFF:The PLC/RTU shall reevaluate the Lifting Station Mode depending on the other pump Mode Selector switchposition and the status of its Motor Protection Relay
Changing the mode of operation of any pump to Auto:PLC/RTU shall reevaluate the Lifting Station Mode depending on the pumps Mode Selector switches position andthe status of the Motor Protection Relay for each pump.
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Pumps shall be operated based on the following levels through a level transmitter. In auto mode, the control system shallstart/stop the pumps automatically based on these levels.
The system consists of one duty and one standby pump. Once the sewage water starts to rise inside the wet well andreaches the start level (High), the Duty Pump shall start and shall stop when the level goes down and reach stop Level(Low).
Air reaction type level sensing system shall be designed to sense the level in wet well. The operation is based on sensingchanges in air pressure in the dip pipe through a pressure transmitter in correspondence to sewer level changes. The rise orfall in level shall be proportional to 4-20 mA analog signals. Alternatively, it is possible to use a hydrostatic type leveltransmitter at the discretion of Client/Engineer.
When the level increases in the wet well, the duty pump continues to run until the level reaches to pump stop level. Everypump has a maximum run-time of 12 hours. When one has run continuously for 12 hours the PLC/RTU will stop the pump. Ifa pump is still required to run at the station, the next available pump will be called
Start delay of 30 seconds shall be introduced for the pump start. The PLC/RTU shall monitor the pump to ensure that thepump is running when the pump is called to RUN. If the pump running signal is not present within 30 seconds after thecommand is initiated, it will be flagged as “pump failed to start” and the next available pump will start.
If the level is reached Alarm level (High High) beyond the High level then the control system shall initiate alarm to CentralSCADA. There shall be a dry run level at which running pumps shall trip and control system shall initiate an alarm. The dryrun level switch signal shall be hardwired to the MCC to achieve dry run protection in all modes of operation.
Duty/standby arrangement: The control system shall circulate the Duty/standby mode of each pump system ensuring equalduty hours for individual pumps. If a duty pump fails during automatic operation the standby pump shall start immediately.When the failed pump has been repaired it shall be returned to service as the STANDBY pump.
Two number of Float switches are used one for Dry Run protection of pumps and the second one to detect high level due toflooding.
An electromagnetic type flow meter and pressure transmitter shall be installed on the discharge line to monitor the dischargeflow and pressure.
The odour system will treat the extracted air from the wet well and control the H2S levels within the specified limits. TheSystem comprises of fans (1 Duty & 1 Standby) controlled by PLC/RTU controlled system.
Instrument Cables and Wires
Instrumentation cables shall be as per British standard BS 5308. The quantity and size of the cable shall be determinedbased on the voltage drop calculations for the maximum estimated distance. The minimum sizing of the cable shall be1.5mm2 for ease of handling.
The insulation of these cables shall be suitable for operation at voltages up to and including 300 V R.M.S. core to earth and500 V R.M.S. core to core and at a maximum temperature of 65°C
Conductors shall be standard annealed copper wire in accordance with BS6360 class 2.
The insulation of these cables shall be Polyethylene Type 03 as specified in BS 6234
Two insulated conductors shall be uniformly twisted together to form a pair. The length of lay shall be such that the two wiresforming each pair are not dissociated by normal handling. The maximum pair lay length shall be limited to 100mm (minimum 10twists per meter).
Pairs shall be identified by means of coloured insulation in the sequence specified in the Standard BS5308, Part 1. The cableshall be constructed such that the pairs are in concentric layers.
Laminated Screening Tape shall comprise aluminum bonded to polyester, the tape having a minimum thickness of aluminum of0.008mm and a minimum thickness of polyester of 0.010mm.
The tape shall be applied with a minimum overlap of 25% and with the metallic side down in contact with a tinned Copper drainwire (cross section not less than 0.5mm2) run longitudinally over the Binder Tape. An extruded sheath of type TM1 PVCCompound in accordance with BS 6746 shall be applied over the collective screen. Sheath colour shall be Black.
A single layer of round galvanized steel wire armour with properties in compliance with BS1442 shall be applied spirally over theouter PVC bedding. A plastic counter spiral may be applied over the armour.
PVC Outer Sheath, Type TM1 to BS 6746 shall be provided. In addition outer sheath shall display the following characteristics:
Min. oxygen index=30%
Max. HCL emission @ 8000C=15%
UPS
A 24V DC UPS is proposed to ensure back-up for the PLC control system, HMI, peripherals and pump station instrumentationand critical equipment, security equipment, IT equipment etc, in the event of power failure. The UPS shall generally comply withPWA requirements and QCS 2010 requirements. The UPS shall be rated to provide 30% spare capacity above the maximuminstalled equipment load and capable of backing up the system from 8 hours. UPS shall comply with the following specification.
The UPS shall comprise three elements as follows:
a. Rectifier/battery chargerb. Batteryc. Inverter
The input/ output voltages and kW output rating of the UPS shall as stated in the particular Specification. The UPS shallbe capable of supplying electronic equipment having switched mode power supply inputs, and shall have the followingcharacteristics:
Recovery to ± 1% output voltage : < 40 m. sec.after 100% step load change
Output frequency tolerance : ± 0.1%
Load crest factor capacity : 5 : 1
Harmonic distortion ofoutput voltage : <5% rms.
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The UPS shall be capable of continuous operation at its rated output and shall be short-circuit proof. Transientvoltage surge suppression shall be provided and it shall be equipped with current limit protection.
The UPS shall be equipped with an automatic static bypass switch arrangement, which shall be initiated by a fault,overload or over-temperature condition. The UPS shall also consist of a maintenance bypass switch arrangement.It shall be possible to bypass the UPS by means of the manually operated bypass switch which when operatedshall not cause any interruption to the supply to the load.
The battery shall be sized to give operation for at least the time duration stated in the particular specificationwithout recharging.
The batteries shall be of the sealed nickel cadmium maintenance free type.
The rectifier shall be capable of supplying simultaneously the full load plus the boost power required charging thebattery. The time taken to re-charge a battery after complete discharge shall not exceed 6 hours.
The battery charger should be of a fully automatic type so that when the terminal voltage of the battery has fallen toa set minimum value it automatically selects boost charge. At a pre-selected high voltage level, the boost chargewill be discontinued and replaced by a trickle charge.
A key operated selector switch should be installed for manual selection of boost charge if required.
The battery charger shall be enclosed in a sheet steel floor mounted cabinet with protection to IP54.
All necessary instrumentation and alarms to permit the supervision and control of the equipment shall be provided.
Security
All above ground structures shall be protected by provision of electronic access control system. The access control systemshall allow access to authorized personnel number via a numeric keyboard or via an access control card.
Influent Characteristics
The influent characteristics in the table below will be used to design the PTP. The values represent the typical raw sewagequality in Doha and were taken from Volume 5 Sewage Treatment Works of the Qatar Sewerage and Drainage Manual(ASHGHAL standard). Other design guidelines from the same ASHGHAL standard will be used for the PTP.
Table 9.18: Influent Characteristics
Parameter Typical Values in Doha
TSS 150 mg/l
BOD 200 mg/l
COD 441 mg/l
Ammonia 21 mg/l
Total Nitrogen 30-40 mg/l
Total Phosphorous 5 mg/l
Alkalinity 234 mg/l
TDS 1500 mg/l
pH 7.3 mg/l
Temperature 25ºC – 45ºC
9.4 Wastewater Network and Disposal Options
9.4.1 Wastewater Network Options
The proposed wastewater network options and layouts have been prepared and presented in QEZ-1 Phase 2 DMP Reportconsidering the entire project master planning and phasing. Short-term disposal options have been developed due to thechanges in IDRIS’ construction timetable and since the planned ASHGHAL external rising mains to the NDIA STP have beendiscarded. Tankering option and direct discharge into the NDIA STP have also been previously rejected by relevant Authorities.Thus, as an interim solution for QEZ-1, it is required to either upgrade the existing PTP in Parcel B or construct a temporary PTP.
Furthermore, as per recent discussions with ASHGHAL, the 1200mm dia. IDRIS trunk line will be re-aligned along the 40-mmajor collector road at the western border of Parcel A to intercept sewage flows coming from Phases 1 and 2 developments.Given these recent information received following the Phase 1 FDMP report submission, the sewerage network options for QEZ-1 have been modified.
Parcel A
For Parcel A, two options have been developed considering lift station/s to pump sewage into a new PTP in Parcel B for interimsolution, as follows:
Option 1 - Two Temporary Lift Stations in Parcel A.
Option 2 - Single Temporary Lift Station at Phase 2 Plot near Phase 1Based on the comparison of the options, Option 2 is deemed the most advantageous solution based on the following technicaland financial merits:
Less capital and O&M cost compared to Option 1 since single lift station is required.
Shorter lifting main length compared to other options, thus less pumping head.
Offers flexibility in construction of lift station considering the timing of Phase 2.
Parcel B
A single short-term solution has been developed for Parcel B Phase 1 development. It involves a gravity network and temporarypumping of sewage into the proposed PTP on the northwest of Parcel B.
9.4.2 Interim Sewage Disposal Options
Two interim solutions have been considered for the disposal of sewage that will be generated by Phases 1 and 2 developments:
a. Option 1 - Upgrade the existing NDIA labour camp STPb. Option 2 - Construct a new temporary PTP in Parcel B
Based on the comparison of short-term disposal options, Option 2 is deemed a more advantageous solution than upgrading theexisting NDIA labour camp STP due to the following advantages:
Proposed PTP will be designed to meet capacity requirements to accommodate QEZ-1 development until IDRISbecomes operational.
PTP will be designed to meet ASHGHAL standards, thus may be operated by the Authority.
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9.5 Proposed Wastewater and Disposal System
9.5.1 Proposed Wastewater Network
Parcel A
The proposed wastewater network for Parcel A Phase 1 involves both gravity and pressurized systems. Sewage from entireParcel A will be collected and directed towards a single temporary lift station to be located at the Phase 2 plot near Phase 1.The lift station will have a capacity of 127 L/s serving Parcel A total population of 26,803. Sewage into the proposed PTP inParcel B via O.D. 355mm dia. HDPE temporary rising mains.
The rising mains, with a total length of 2 km, will be routed along the 40-m major road at the mid section of Parcel A going tothe north and will cross the East/West corridor until it reaches the proposed PTP. A road crossing via an under bore will berequired to route the rising main across the East/West Corridor. Invert depths will vary from 1.40m to 15.8m from groundlevel. The invert depth of the proposed pipe connection to IDRIS is approximately 14.75m. The depth of IDRIS at this pointis approximately 19m as per the latest information provided by the ASHGHAL’s Consultant, thus connection is feasible.
The overall sewer network layout is presented in Figure 9.3. A summary of the results is shown below:
Table 9.19: Summary of Results for Parcel A Phase 1 Wastewater Network
S/N Parameter Parcel A Phase 1
1 Pipe sizes 200mm to 500mm
2 Total gravity pipe length 5.77 km
3 Lift station capacity 127 L/s
4 Lift station incoming depth 14.02m
5 Average velocities 0.19m/s to 0.92m/s
6 Pressure main size O.D. 355mm
7 Pressure main length 2 km
Parcel B
The proposed network in Parcel B Phase 1 will involve collection of sewage by gravity and temporary pumping into thenew temporary PTP. Parcel B Phase 1 lift station will have a capacity of 26 L/s to temporarily serve the proposed mixeduse residential development. The OD 160mm dia. HDPE temporary rising main within Parcel B Phase 1 will be routedalong the 40-m wide proposed road under Phase 3 and will connect to the proposed PTP.
Table 9.20: Summary of Results for Parcel B Phase 1 Wastewater Network
S/N Parameter Parcel A Phase 1
1 Pipe sizes 200mm to 250mm
2 Total gravity pipe length 330 m
3 Lift station capacity 26 L/s
4 Lift station incoming depth 2.78m
5 Average velocities 0.80m/s to 0.92m/s
6 Pressure main size O.D. 160mm
7 Pressure main length 1.4 km
9.5.2 Proposed Wastewater Disposal System
In the short term, the preferred wastewater disposal system is to construct a new temporary PTP in Parcel B. The PTP will belocated beside the existing NDIA labour camp STP. From the PTP, a TSE line shall feed into the overall TSE Distributionnetwork to irrigate the landscaped areas within Phase 1. Alternative measures are defined for the District Cooling system.Potable water shall act as makeup water if the TSE ASHGHAL main is not constructed prior to the first occupation phase.
The proposed network will later on connect to the proposed 1200mm dia. IDRIS gravity trunk lines as a long term solution, onceIDRIS becomes operational after year 2022. Connection to the IDRIS trunk line by gravity is deemed feasible given its depthranging from 14m to 21m from the NDIA STP until the southern border of Parcel A, as per latest information provided byASHGHAL’s Consultant (see Figure 9.2).
Upon connection to IDRIS trunk line, the temporary lift station will be demolished and removed and the OD 355 mm dia. HDPEpressure mains will be abandoned.
On the other hand, the temporary lift station in Parcel B Phase 1 will remain operational until the proposed IDRIS trunk networkon the west of Parcel B is in place. In the long term, the gravity network in Parcel B will connect to this proposed IDRIS trunk line.Similarly, the temporary lift station and OD 160 mm dia. HDPE pressure mains will be demolished and abandoned, respectively.However, information on the level, size, and spare capacity of the IDRIS trunk line is not yet available. The preferred solutionoffers technical and financial benefits to the project as presented in the following table:
Table 9.21: Sewer Network Development Master Plan Strategy Benefits
S/N Benefit Category Benefit Achieved
1 Technical Maximizes the use of planned and available wastewater network/ facilities (i.e. IDRIS trunklines)
Proposed PTP is a potential temporary source of makeup water for DC plant and TSE forirrigation
Flexibility in construction considering the timing of Phase 2
2 Financial Less capital and O&M cost as a single temporary lift station is to be constructed comparedto multiple lift stations and less pumping head
3 Environmental Less environmental impacts in terms of odour, noise, and tankers traffic which may bepresent if tankering system is adopted.
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9.6 Phase 1 Sewer Network
The proposed foul sewer network for Phase 1 will consist of 200mm to 500mm dia. VC gravity pipes and O.D.160mm andO.D.355mm dia. HDPE rising mains with the following lengths:
Table 9.22: Proposed Sewer Network Pipe Sizes and Lengths for Phase 1
S/N Pipe Size (mm) Total Pipe Length (m)
Gravity Network (VC)
1 200 4,847
2 250 264
3 300 80
4 400 329
5 500 577
Subtotal 6,103
Rising Mains (HDPE)
1 160 1,416
2 355 2,077
Subtotal 3,478
Grand Total 9,581
9.6.1 Hydraulic Modelling
Hydraulic modeling is conducted for QEZ-1 Phase 1 foul water network using SewerCAD. The resulting average velocitiesrange from 0.19m/s to 0.92m/s. The depth of flow ratios will vary from 3.85% to 70.85%.
The actual velocity in the upstream pipelines is anticipated to be less than the 0.75m/s self-cleansing velocity. This is due tothe small amount of flow at the upstream sections of the network. Minimum slopes were adopted due to the constraint in thedepth of the lift station. Approximately 44% of the total Phase 1 network will have velocities less than 0.75m/s at fulloccupancy.
The average velocities will be even lower at early stages of the development. It is therefore recommended to undertakeregular maintenance to remove solids and mitigate sedimentation through flushing. TSE Flushing/washout chambers areproposed along the irrigation network to supply TSE at upstream segments of the sewer network, particularly wherevelocities are less than 0.75m/s.
9.7 Package Treatment Plant
As the aforementioned preferred option, a temporary package sewage treatment plant (PTP) will be installed for QEZ. ThePTP will be designed to handle 4,214 m3/d average flow of sewage from Phase 1 and Phase 2 developments in QEZ. Inconsideration of the projected flow build up from 2017 to 2023 (for Phase 1 & Phase 2), the PTP will be designed as amodular system such that 2 streams can be installed initially to handle expected sewage flows up to the year 2019.Additional 2 streams will be installed by year 2020 to cater to the full capacity.
The PTP will be designed using the Extended Aeration Activated Sludge Process which is a proven technology for thetreatment of municipal sewage and has been used extensively in the world including Qatar. Extended aeration offersprocess reliability that does not require high level of skill to operate.
The design will include tertiary treatment using Ultra Filtration (UF) membranes to produce TSE that will be suitable to be fed intothe main TSE network to be reused for landscape irrigation.
It is envisaged that a Design and Build (D&B) procurement strategy will be adopted for the PTP. Thus, tenderers may propose analternative treatment technology, such as Membrane Bioreactor (MBR) and Sequential Batch Reactor (SBR), for review andapproval of the consultant. Tenderers making such offer should show that the alternative technology provides significant benefitsto the project and to the client compared to the current selected treatment technology.
Glass Lined Steel (GLS) or similar tanks will be used for the temporary PTP. GLS tanks can be installed and dismantled for ashorter period and can be relocated at a later stage once a permanent sewer connection is made available by ASHGHAL forQEZ-1.
9.7.1 Design Basis & Considerations
The design basis considered for the treatment plant is taken from the State of Qatar Public Works Authority (ASHGHAL)Drainage Affairs manual, Volume 5 Sewage Treatment Works and hereafter will be referred as the ASHGHAL Standard.
9.7.2 Flow Characteristics
The total average sewage generation at QEZ from Phase 1 and Phase 2 developments is estimated to be 4,214 m3/dayconsidered as the dry weather flow (DWF). The PTP will be designed to handle this flow.
Normally, increased sewage flows will be received at the treatment plant during peak hours in the morning and evening or duringprayer washings on Fridays. These peak flows are accommodated in the treatment plant by considering a peaking factor indesign. As per the ASHGHAL Standard, a peaking factor of 3 x DWF is considered to be normal practice in Qatar. Thus, theproposed treatment plant is designed for a peak flow of 525 m3/hr. The flow characteristics for the treatment plant design aresummarized in Table 9.23 STP Inlet Flow Characteristics.
Table 9.23: STP Inlet Flow Characteristics
Inlet Flow Characteristics Values
Daily capacity , DWF 4,214 m3/day
Peak factor 3 x DWF
Peak hourly flow 525 m3/hr
Assumed peak hour duration 3 hrs
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Figure 9.3: Proposed Wastewater Network for QEZ-1 Phase 1
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9.7.3 Inlet Characteristics
The sewage characteristics considered are the expected values in Qatar based on the data from Doha South and DohaWest STWs as per the ASHGHAL Standard.
Chemical Characteristics
Table 9.24: Chemical Characteristics of Sewage
Parameter Units Value
BOD5 mg/l 200
COD mg/l 441
Ammoniacal nitrogen mg/l 21
Nitrogen (TKN)* mg/l 40
Phosphorous (total as P) mg/l 5
Alkalinity (as CaCO3) mg/l 234
pH - 7.3
Chloride mg/l 460
Oil & Grease mg/l 15
Sulphide mg/l 16
Physical Characteristics
Table 9.25: Physical Characteristics of Sewage
Parameter Units Value
Suspended solids mg/l 150
Volatile solids mg/l 110
Total dissolved solids mg/l 1500
Conductivity mS/cm 2400
Temperature 0C 25 – 45
Note* - The ASHGHAL Standard specifies the total nitrogen in sewage as 40mg/l. The total nitrogen in wastewatercomprises of organic nitrogen, ammonia, nitrites and nitrates. The organic nitrogen can be converted to ammonia bybacterial decomposition in wastewater. The combined nitrogen concentration of organic nitrogen and ammoniacal nitrogenis referred to as the Total Kjeldahl nitrogen (TKN). The nitrite nitrogen is relatively unstable and can be easily oxidized to thenitrate form. The nitrite nitrogen concentration seldom exceeds 1 mg/l in wastewater. The typical nitrate nitrogenconcentrations can vary from 0 to 20 mg/l.
For the design purposes, it is assumed that the inlet sewage consists of 0 mg/l as nitrate nitrogen and the total nitrogenreflects the Total Kjeldahl Nitrogen. Such a consideration ensures a conservative design for the secondary nitrification stagewherein ammoniacal nitrogen is converted to nitrates.
Biological CharacteristicsThe typical Qatar values for the total and faecal coliform has not been specified. Hence, the typical values as mentioned inthe ASHGHAL Standards as per Table 9.26 have been considered.
Table 9.26: Biological Characteristics of Sewage
Parameter Units Value
Total Coliforms Number/100 ml 107 - 108
Faecal Coliforms Number/100 ml 106 – 107
OdourThe average hydrogen sulphide concentration considered for the design of the odour control units for the treatment plant is 50ppmv.
The reuse strategy for the treated sewage effluent (TSE) generated from the PTP is to feed it into the main TSE network to beused for landscape irrigation within QEZ.
The treated effluent characteristics for the treatment plant design is in compliance with the current TSE re-use standard in Qatar.
Table 9.27: Current Effluent Reuse standards in Qatar for Irrigation
Parameter Units Value
BOD5 mg/l 5
COD mg/l 50
SS mg/l 5
Ammonia mg/l 1
pH mg/l 6 – 9
DO mg/l 2
Chlorine (Free Residual) mg/l 0.5 – 1.0
Turbidity NTU 2
Faecal Number per 100 ml None
Intestinal Nematodes Number per 1000 ml < 1.0
Enteric Viruses PFU per 40 litre < 1.0
Giardia Cyst per 40 litre < 1.0
Sludge
The sludge produced by the treatment process will be stored in a sludge holding tank having a retention time of 14 days toproduce well stabilized solids.
Further, sludge dewatering has also been considered for volume reduction and ease of transportation. The sludge disposalcharacteristics considered are:
Table 9.28: Sludge Disposal Characteristics
Parameter Units Value
Faecal Coliforms Number per 1 g 2 x 106
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Odour
The discharge hydrogen sulphide concentration considered for the odour control unit is less than 0.5 ppbv.
9.7.5 Process Description
The PTP consists of preliminary treatment for removal of large particles, grit and oil content followed by secondary biologicaland solid separation stage to remove the organics and the nutrients. Tertiary treatment using UF is included to generatetreated effluent as per the required standards.
The sludge generated will be stored in a holding tank prior to dewatering using a centrifuge.
Lift Station
Sewage will flow via the conveyance system to the underground lift station. The sewage is pumped via lift station pumps tothe integrated pre-treatment units. Three lift station pumps (two duty, one stand by) have been considered for the ultimateflow capacity. The pumps have been designed based on the peak flow conditions.
Integrated Pre-treatment Unit
The integrated pre-treatment unit comprises of screening, grit and grease removal mechanism. The pre-treatment unit isdesigned to handle the peak flow conditions from the lift station. The pre-treatment unit is essential to protect the mechanicalequipments downstream. The screens separate the gross solids in the sewage. The selected screen opening for the pre-treatment unit is 6 mm. Thus, solids greater than 6mm will be captured within the pre-treatment unit. The sewage flows intothe screen chamber wherein shaftless screw separates, lifts and compacts the gross solid matter.
The collected matter is discharged to a collection skip through a hopper. The screened water flows into a sedimentation tankequipped with an air purging system to facilitate the separation of light floating materials to the liquid surface while the solidparticles settle at the tank bottom. The grease and floating matter will be removed via a scraper mechanism. The settled finesolids or grit particles (particles > 2mm or density > 2.6 kg/dm3) are removed via a screw conveyor towards sand extractingscrew. The compacted solids are discharged and collected in a collection skip.
The pre-treatment unit is placed at an elevated platform to facilitate gravity flow of screened sewage to the equalization tank.
Figure 9.4: Representation of Combined Pre-treatment Unit
Equalisation Tank
The flow characteristics to the treatment plant comprises of diurnal flow pattern with peaks during the morning and evening.An equalization or balancing tank is considered to accommodate the peak flows.
This arrangement ensures that spiked flow distributions are not fed to the treatment plant and thus plant operates at average flowcondition. The equalization tank is designed on the assumed basis that the peak flow will be experienced for a maximum durationof three (3) hours. At average flow conditions, the equalization tank will provide a residence time of nine (9) hours. The provisionof equalization tank aids in sizing the downstream equipments, tanks and pumping systems for the average flow.
Coarse bubble aeration is provided in the equalization tank to provide complete mixing of the sewage. Biological treatment feedpumps (two duties, one standby for each equalization tank) will transfer the sewage to the anoxic tanks at average flow.
Biological Treatment
The biological treatment stage is designed for the removal of the organics and nutrients from the waste stream.
The biological treatment consists of anoxic and aeration tanks followed by secondary clarifier for solids separation. The anoxictank and aeration tank house the microbial population to degrade the BOD content and reduce the total nitrogen content throughnitrification and de-nitrification process.
Solids separation takes place in the secondary clarifier through gravity settling.
Anoxic Tank
The sewage from the equalization tank is pumped to the anoxic tank. The anoxic tank facilitates the de-nitrification process byproviding favorable growth conditions for the de-nitrifier microbial population. The de-nitrification process converts the nitratenitrogen, generated as a result of the nitrification process in the aeration tank, to nitrogen gas.
The favorable growth conditions include an anoxic environment with sufficient organic food source. The BOD in the incomingeffluent serves as the organic food source. Aeration is not installed in the anoxic tank to provide the anoxic condition. Arecirculation loop from the secondary clarifier delivers the nitrate content for de-nitrification. The sewage is maintained incompletely mixed conditions by employing an anoxic mixer. The mixing requirement in the anoxic tank is designed based onmixing power requirement of 10-13W/ m3. The anoxic tank will operate at an MLSS of 8,000mg/l.
The anoxic tank further acts as a selector tank to prevent the proliferation of filamentous bacteria which can cause variousproblems such as poor settling of solids in the secondary clarifier.
Aeration Tank
The aeration tank provides a thriving environment for the aerobic microbial population. The aeration tank is suitably sized toachieve degradation of the organic matter and nitrification. The degradation of organic matter generates new biomass. Thedegradation of the organic matter is represented by the following equation:
The nitrification process is a two step biological process in which ammonia (NH4-N) is oxidized to nitrite (NO2-N) and nitrite isoxidized to nitrate (NO3-N). Compared to BOD removal, nitrifying bacteria grows slowly. Therefore systems designed fornitrification generally have much longer hydraulic retention time. The nitrates produced are recirculated back to the anoxic tankfor de-nitrification.
The aerobic condition is maintained by providing aeration through diffused membranes. The aeration provided comprises the airrequirement for BOD oxidation, nitrification, endogenous respiration and the air to maintain the required dissolved oxygen level(2.0 mg/l). The supply of air also provides mixing in the aeration tank. The aeration tank operates at an MLSS of 8000 mg/l. A DOprobe and pH probe will be provided in the aeration tank to monitor the dissolved oxygen and pH levels.
By providing sufficient food and proper environment for the microbial population in the aeration tank, a well flocculated biomass isgenerated that will settle easily in the secondary clarifier.
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Table 9.29: Summary of Design Parameters of the Biological Treatment
Design Parameters Units Value
Minimum MLSS temperature 0C 25
Average Flow m3/day 4,226
DO in aerobic tank mg/L 2
MLSS in anoxic/ aerobic tanks mg/L 8000
aerobic MCRT Days >20
aerobic F/M kg/kg <0.15
Secondary Clarifier
The Mixed Liquor Suspended Solids (MLSS) from the aeration tank flows into the secondary clarifier where the flocculatedsolids separate from clear water through gravity settling. The clear water overflows from the clarifier as supernatant and isfurther passed through a tertiary filtration system to achieve effluent quality suitable for the specified reuse purposes.
The secondary clarifier is sized based on acceptable surface overflow rates to minimize solids carryover into thedownstream process. The clarifier is equipped with mechanical sludge scraper to move the settled sludge into the bottomhopper and into the sludge pit. It also has a surface skimmer to remove floating scum from the clarifier. The scum flows intothe scum pit then brought into the scum pump station.
The settled sludge is brought into the RAS/WAS pumping station to be re-circulated back into the inlet of the biologicaltreatment process or wasted into the sludge holding tank.
RAS/WAS Pump Station
The settled sludge from the secondary clarifier is brought into the sludge pit and subsequently into the RAS/WAS pumpingstation. Two (2) duty pumps will re-circulate the RAS (Return Activated Sludge) at the inlet of the anoxic tank. Recirculation(together with sludge wasting) is required to maintain the specified sludge age and the adequate population ofmicroorganisms in the biological system. At the assumed operating MLSS concentration of 8,000 mg/l, the RAS rate isestimated at 33% of the average flow, equivalent to 1,400 m3/day.
Clarified Water Balance Tank
The supernatant from the secondary clarifier will be stored temporarily into the clarified water balance tank prior to pumpinginto the ultrafiltration (UF) system.
Ultra Filtration (UF) System
Clarified effluent from the balance tank is pumped into the UF system for tertiary treatment primarily to remove residualsuspended solids. Permeate from the UF will flow into the Chlorine contact tank.
Ultra filtration membrane is capable of not only retaining particles and bacteria, but viruses to a large extent as well.
Because of its small pores, ultra filtration can retain smaller substances like proteins, as long as they are not completelydissolved. Auto backwash self cleaning filters will be installed upstream of the UF membranes to protect the membranesfrom being damaged by coarser solids which may have entered into the system.
The UF membranes will also be backwashed periodically to maintain filtration efficiency and to prolong the life of themembranes. Aside from the normal backwashing procedure, a chemically enhanced backwash (CEB) will be done to protectthe UF membranes against permanent fouling.
The method and frequency of the CEB will depend on the recommendation or requirement of the UF manufacturer. CausticCoda, Sulfuric Acid, and Sodium hypochlorite are normally used for CEB. The backwash wastewater will be sent back to theplant inlet works (lift station). It may be necessary to neutralize this backwash wastewater before discharging it into the inletworks especially when CEB is performed. The UF will have a minimum recovery of 90%.
Disinfection
The fine pore size of the ultrafiltration membranes results in high quality permeate effluent with minimal coliforms, thusconsequently requiring substantially less disinfectant than the conventional filtered effluent. Disinfection system comprises ofdosing pumps and dosing tank. Sodium hypochlorite chemical is proposed for disinfection and to maintain the required freechlorine residual concentration. Sodium hypochlorite is dosed at the inlet of the Chlorine contact tank. The tank is designed withadequate contact time to ensure sufficient mixing.
Treated Sewage Effluent (TSE) Tank
The treated sewage effluent tank will be stored in the TSE tank. The TSE storage tank is designed to provide 24 hours (or oneday) retention. The TSE will be pumped by duty/standby pumps into the TSE polishing plant. Any excess TSE can be reused forlandscape irrigation purposes.
Sludge Processing
During normal operation, sludge from the secondary clarifier is brought into the RAS/WAS pumping station and is then pumpedback as Return Activated Sludge (RAS) into the inlet of the anoxic tank to provide the recirculation rate which is necessary(together with sludge wasting) to maintain the requisite sludge age and population of micro-organisms in the biological tanks.Using the same RAS/WAS pumps, the Waste Activated Sludge (WAS) is pumped into the Sludge Holding Tank.
Sludge Holding TankThe sludge holding tank provides 14 day storage for the waste activated sludge before dewatering. This retention period isexpected to result in well stabilized solids and also allows flexibility in the operation of the sludge dewatering system. The mixingrequirement of the tank is provided via diffused aeration system. Sludge from the sludge holding tank is pumped via sludge feedpumps to the sludge dewatering unit.
Sludge DewateringSludge dewatering is considered for volume reduction and ease of transportation. Decanter centrifuge is selected for the sludgedewatering application. The sludge from the sludge holding tank will have an approximate dry solids consistency of 0.8% to 1%.This sludge is fed to the decanter centrifuge. Polymer dosing is introduced at the decanter inlet to flocculate the sludge particlesand enhance the sludge dewatering characteristics. The decanter centrifuge produces dewater sludge with sludge consistency inthe range of 18 – 20 %. The dewatered solids can be collected in a skip or bags to be trucked out for disposal. The centrate fromthe decanter centrifuge will be returned to the lift station via gravity flow.
The dewatered sludge can be applied to animal feed crops, combinable crops and grass areas. Some of the dewatered sludgeproduced can be applied as a conditioner to the landscape area within the development whilst the remaining dewatered sludgecan be sent to landfill for disposal.
Figure 9.5: Representation of Decanter Centrifuge
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Odour Control
Odour is generated from the STP due to the release of hydrogen sulfide (H2S) and other odour-causing compounds into theatmosphere. Most odour will be coming from the lift station, the pre-treatment works, and the sludge processing areas. Foulair from these areas will be extracted and directed into the Odour Control Unit (OCU) via GRP ductwork.
Treated air is discharged directly into the atmosphere via stack. The complete odour control unit will comprise granularactivated carbon bed, a fan and motor set, interconnecting ductwork and accessories.
The OCU will be fitted with inlet & outlet H2S monitoring and measurement system.
9.7.6 Equipment & Tank Sizes
The major equipments and their details (based on preliminary sizing calculations) for the proposed treatment plant arepresented in Table 9.30.
Table 9.30: Major Equipment List for the PTP for QEZ-1
Sl.No Equipment Sizing Total Qty
A PRE-TREATMENT
1 Combined Pre Treatment Unit - Screen & Grit Removal 262.5 m3/hr,
Activated Carbon Filter with fan blowers and ductwork
2,000 m3/hr 1
2 OCU 2 – Pre-treatment, & Sludge processing system
Activated Carbon Filter with fan blowers and ductwork
1,000 m3/hr 1
The tank volumes considered for the proposed treatment plant are tabulated below:
Table 9.31: Tank Volume List for the PTP for QEZ-1
Sl.No Unit Qty MOC Volume/tank
1 Lift Station 1 RCC (Covered) 132 m3
2 Equalization Tank 2 GLS 788 m3
3 Anoxic Tank 4 GLS 88 m3
4 Aeration tank 4 GLS 1,266 m3
5 Secondary clarifier 4 GLS 197 m3
6 Clarified water balance tank 2 GLS 88 m3
7 Sludge holding tank 2 GLS 443 m3
8 Chlorine contact tank 2 GLS 88 m3
9 TSE storage tank 2 GLS 2,100 m3
9.7.7 Plant Layout
The area required for the proposed treatment plant will be approximately 175m x 150m as per the general arrangement drawingin Figure 9.6. See Reference Drawing No. EZ01-ES01-AEC-PD1-DRW-FW-500_01 (Appendix B Annexure C).
9.7.8 Electrical, Instrumentation & Control
The PTP will be provided with a high integrity electrical distribution system in line with its operational requirements to feed theconnected duty load. A set of diesel generators will be installed to provide Prime power to the site if KAHRAMAA supply to theproposed packaged substation is not available (refer to Section 11). Two (2) Nos. diesel generator sets will feed a dedicatedswitchboard which in turn will provide a dedicated radial feed to the STP Main switchboard/ MCC. The system will be designedwith the ability to synchronize all 2 generator outputs together or to run each generator in island mode. On site bulk storage ofdiesel fuel will amount to a capacity equal to 7 days usage of all 2 generator sets. Each generator will be fed via an individual daytank of 24 hour capacity.
The general design philosophy is one which provides a large degree of spare capacity at the Switchboards. The mainswitchboard is provided with future connection provision for KAHRAMAA main power. The provision to the switchboard is givensuch that, the cable from KAHRAMAA network can be directly connected to it without any interruption to the plant operation andload shall be shifted. Once KAHRAMAA Power is available the generators will function as standby. Control and monitoring of theElectrical system and plant process will principally be looked after by a Central Control system with a dedicated PLC withredundancy. Provision for remote SCADA is as well provided.
9.7.9 Chemical Consumption
The chemicals required for the operation of the PTP along with their intended use and estimated consumption per day is listedbelow:
Table 9.32: Estimated Chemical Consumption per day
Chemical Concentrations Application Estimated Consumption
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Chemical dosing systems for the above comprise of dosing pumps and chemical storage tanks. In the case of Sodiumbicarbonate, the storage tank will be equipped with mixer/agitator.
Details of chemical dosing requirements for the UF system will be provided by the UF vendor.
9.7.10 Conclusion
The proposed temporary PTP for QEZ will be designed to handle 4,214 m3/d average sewage flow that will be generatedfrom Phase 1 and Phase 2 development. The PTP will have 4 streams in consideration of the projected flow buildup. Thetreatment technology will be extended aeration activated sludge process with ultrafiltration for tertiary treatment. The TSEgenerated from the PTP will be suitable to be fed into the main TSE network for landscape irrigation purposes within QEZ.
It is envisaged that a Design & Build (D&B) procurement strategy will be adopted for the PTP. Tenderers may propose analternative treatment technology other than extended aeration (e.g., MBR, SBR).
The temporary PTP would occupy an estimated plot area of 175m x 150m.
9.8 Interface with Authorities and Potential Constraints
The following issues are required to be resolved as part of the design process:
Design of IDRIS along the proposed alignment need to be ascertained with ASHGHAL to ensure connection to itwill be feasible. Alternatively, and as required by MANATEQ, the IDRIS alignment is moved outside of QEZ-1.Ultimately, the connection to the future IDRIS main from the Parcel Lift Station requires the IDRIS alignment to befixed in order to carry out detailed design for the future connection.
Meeting and obtaining information from NDIA and their facilities management contractor for the existing PTP.
9.9 Interface between Building and Site Wide Infrastructure Works
Typically a single discharge point will be provided for each plot within QEZ-1. Where there is a large plot, considerations willbe made for additional connection points to allow for any future subdivision.
9.10 Progressing Designs to the Detailed Design Stage
To facilitate design of the QEZ sewerage system, the next step is to approach the relevant Authorities to discuss thefollowing:
Approval on the proposed wastewater network strategy by ASHGHAL;
Design (by Others) of proposed re-alignment of 1200mm diameter IDRIS trunk line and confirmation on the levels;
Approval on the proposed temporary lift stations by ASHGHAL;
Approval on the proposed rising mains (including road crossing) by ASHGHAL;
Approval by ASHGHAL and MOE of either:o Modification and operation of the existing NDIA Labour Camp PTP; or,o New PTP in Parcel B.
Topographic Survey (by Others) within Parcel B required for applicable infrastructure design for the Metro Plot.
A topographic survey within Parcel B is required to be undertaken (by Others) to ascertain the cover and invert levels of theproposed gravity network and determine exact locations of washout/ air valve chambers along the rising mains.
Further coordination with other disciplines shall be undertaken to conduct clashing analysis and ensure that there will be noconflicts with other proposed utilities.
Furthermore, the invert levels of Phase 2 sewer network at detailed design level need to be ascertained in finalizing the designfor Phase 1 since the two phases are interrelated and Phase 2 main network dictates the invert level at Parcel A lift station.
In order to finalize the designs, AECOM will require formal instruction from MANATEQ & ASTAD that the wastewater designprepared as part of the DMP and the subsequent FDMP stage has been approved and can further progress to the DetailedEngineering Stage.
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Figure 9.6: QEZ-1 Packaged Treatment Plant Layout Plan
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9.11 Supporting Appendices and Drawings
Appendices Subject
Appendix B Annexure C Foul Water Design Layouts
Appendix C Annexure A Foul Water Design Calculations
Drawings Reference
EZ01-ES01-AEC-PD1-DRW-FW-101_01, Rev.01 Foul Water Network General Layout Plan
EZ01-ES01-AEC-PD1-DRW-FW-200_01, Rev.01 Foul Water Layout Plan, Sheet 01 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_02, Rev.01 Foul Water Layout Plan, Sheet 02 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_03, Rev.01 Foul Water Layout Plan, Sheet 03 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_04, Rev.01 Foul Water Layout Plan, Sheet 04 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_05, Rev.01 Foul Water Layout Plan, Sheet 05 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_06, Rev.01 Foul Water Layout Plan, Sheet 06 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_08, Rev.01 Foul Water Layout Plan, Sheet 08 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_09, Rev.01 Foul Water Layout Plan, Sheet 09 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_14, Rev.01 Foul Water Layout Plan, Sheet 14 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_15, Rev.01 Foul Water Layout Plan, Sheet 15 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_16, Rev.01 Foul Water Layout Plan, Sheet 16 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_17, Rev.01 Foul Water Layout Plan, Sheet 17 of 25
EZ01-ES01-AEC-PD1-DRW-FW-200_24, Rev.01 Foul Water Layout Plan, Sheet 24 of 25
EZ01-ES01-AEC-PD1-DRW-FW-300_01, Rev.01 Foul Water Network Profile, Sheet 01 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_02, Rev.01 Foul Water Network Profile, Sheet 02 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_03, Rev.01 Foul Water Network Profile, Sheet 03 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_04, Rev.01 Foul Water Network Profile, Sheet 04 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_05, Rev.01 Foul Water Network Profile, Sheet 05 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_06, Rev.01 Foul Water Network Profile, Sheet 06 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_07, Rev.01 Foul Water Network Profile, Sheet 07 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_08, Rev.01 Foul Water Network Profile, Sheet 08 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_09, Rev.01 Foul Water Network Profile, Sheet 09 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_10, Rev.01 Foul Water Network Profile, Sheet 10 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_11, Rev.01 Foul Water Network Profile, Sheet 11 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_12, Rev.01 Foul Water Network Profile, Sheet 12 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_13, Rev.01 Foul Water Network Profile, Sheet 13 of 14
EZ01-ES01-AEC-PD1-DRW-FW-300_14, Rev.01 Foul Water Network Profile, Sheet 14 of 14
Drawings Reference
EZ01-ES01-AEC-PD1-DRW-FW-300_21, Rev.01 Foul Water Network Rising Main Profile, Sheet 01 of 03
EZ01-ES01-AEC-PD1-DRW-FW-300_22, Rev.01 Foul Water Network Rising Main Profile, Sheet 02 of 03
EZ01-ES01-AEC-PD1-DRW-FW-300_23, Rev.01 Foul Water Network Rising Main Profile, Sheet 03 of 03
SD 8-2-101 ASHGHAL STANDARD DRAWINGS: Foul Sewer Pipe Bedding Details
SD 8-4-103 ASHGHAL STANDARD DRAWINGS: Tanking Details
SD 8-4-104 ASHGHAL STANDARD DRAWINGS: Pipe Bedding Details at PipeEntrance
SD 8-4-110 ASHGHAL STANDARD DRAWINGS: Manhole Cover InstallationSequence
SD 8-4-111 ASHGHAL STANDARD DRAWINGS: Manhole Cover Inscription Details
SD 8-4-112 ASHGHAL STANDARD DRAWINGS: Pump Main Marker Details
SD 8-4-201 ASHGHAL STANDARD DRAWINGS: Foul Sewer Shallow ManholeDetails
Relevant ASHGHAL Standards
EZ01-ES01-AEC-PD1-DRW-FW-400_01, Rev.01 Temporary Lifting Station Parcel A Site Layout
EZ01-ES01-AEC-PD1-DRW-FW-400_02, Rev.00 Temporary Lifting Station Parcel A Wet Well Plan
EZ01-ES01-AEC-PD1-DRW-FW-400_03, Rev.00 Temporary Lifting Station Parcel A Wet Well Roof Plan
EZ01-ES01-AEC-PD1-DRW-FW-400_04, Rev.00 Temporary Lifting Station Parcel A Wet Well Section
EZ01-ES01-AEC-PD1-DRW-FW-400_21, Rev.01 Temporary Lifting Station Parcel B Site Layout
EZ01-ES01-AEC-PD1-DRW-FW-400_22, Rev.00 Temporary Lifting Station Parcel B Wet Well Plan
EZ01-ES01-AEC-PD1-DRW-FW-400_23, Rev.00 Temporary Lifting Station Parcel B Wet Well Roof Plan
EZ01-ES01-AEC-PD1-DRW-FW-400_24, Rev.00 Temporary Lifting Station Parcel B Wet Well Section
EZ01-ES01-AEC-PD1-DRW-FW-400_25, Rev.00 Lifting Station Parcel A & B Equipment Schedule
EZ01-ES01-AEC-PD1-DRW-FW-400_30, Rev.00 External Cable Ducting Plan Parcel A
EZ01-ES01-AEC-PD1-DRW-FW-400_31, Rev.00 Sewage Lifting Station Parcel A, GRP Control Room and ElectricalEquipment – Plan & Sections
EZ01-ES01-AEC-PD1-DRW-FW-400_32, Rev.00 Sewage Lifting Station Parcel A, Single Line Diagram
EZ01-ES01-AEC-PD1-DRW-FW-400_33, Rev.00 Sewage Lifting Station Parcel A,, P & I Diagram
EZ01-ES01-AEC-PD1-DRW-FW-400_40, Rev.00 External Cable Ducting Plan Parcel B
EZ01-ES01-AEC-PD1-DRW-FW-400_41, Rev.00 Sewage Lifting Station Parcel B, GRP Control Room and ElectricalEquipment – Plans & Sections
EZ01-ES01-AEC-PD1-DRW-FW-400_42, Rev.00 Sewage Lifting Station Parcel B, Single Line Diagram
EZ01-ES01-AEC-PD1-DRW-FW-400_43, Rev.00 Sewage Lifting Station Parcel B,, P & I Diagram
EZ01-ES01-AEC-PD1-DRW-FW-500_01, Rev.00 General Arrangement / Plant Layout – Parcel B
EZ01-ES01-AEC-PD1-DRW-FW-500_02, Rev.00 Process Flow Diagram – Parcel B Sheet 01 of 02
EZ01-ES01-AEC-PD1-DRW-FW-500_03, Rev.00 Process Flow Diagram – Parcel B Sheet 02 of 02
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10.0 STORMWATER SYSTEM
10.1 Introduction
This section of the report describes the proposed preliminary design for storm water drainage system for QEZ-1 Phase 1(Parcel A and Parcel B). In line with the submitted Final Detailed Master Plan and best practices for sustainabledevelopments, QEZ-1 Parcel will be provided with a stormwater drainage system sized for a 1 in 10 year return period andchecked for 1 in 25 years return period.
The stormwater network for QEZ-1 Phase 1 considers the following elements:
Stormwater network - piped, combination of piped/non piped solutions;
Storm Event conditions;
Geotechnical Report;
Ground conditions;
Landscaping;
Limitation on flow rates – attenuation on plots, plus attenuation in the landscaped areas;
External discharge options – location/timing of existing and future proposed external mains, allowable flow ratesand spare capacity;
Site conditions and grading; and
Attenuation / Retention within the development as a temporary/permanent solution.
10.2 General Description of the Stormwater System
10.2.1 Existing and Future Proposed Stormwater Drainage Network
Information received from the MWH Stormwater Master Plan shows that QEZ-1 falls within the Abu Hamour catchment asseen in Figure 10.1. The Abu Hamour catchment provides a future external main (Abu Hamour Tunnel) along the north sideof QEZ-1 on the F Ring Road (both Parcels; A and B), and a branch line indicatively running along the eastern side of ParcelA within the buffer zone. The completion and operation of the northern main is envisaged by 2020, whilst the eastern main iscurrently unknown.
ASHGHAL has confirmed that the eastern branch main running parallel to the east side of Parcel A has not been consideredin the design of the Abu Hamour Tunnel.
Smaller pipelines with diameters ranging between 400mm and 800mm exist along F Ring Road. Potential future networksincluding 300mm to 1200mm diameter Vitrified Clay (VC) are proposed by ASHGHAL along Al Matar Street/Wakrah Road.
10.3 Basic Design Criteria
The design criteria implemented in this study is based on the Qatar Sewerage and Drainage Design Manual, Volume 3,Surface Water Drainage, 1st Edition, June 2005 issued by Public Works Authority (ASHGHAL) – Drainage Affairs (DA) andQatar Highway Design Manual, Section 8, Drainage, January 1997 Issued by Ministry of Municipal Affairs and Agriculture -Civil Engineering Department.
The roads and infrastructure preliminary design documents for QEZ-1, in general, are based on acceptable engineeringpractices in Qatar. They will strictly adhere to the standards, specifications, regulations, and policies set by the relevantQatari Authorities.
10.3.1 Return Period
The level of flood protection and the guidelines for flood standards provided by the Drainage Affairs (DA) are shown in Table 10.1and Table 10.2, respectively. In this report and in accordance with Table 10.1, 1 in 10 Years storm will be used to estimate thestorm runoff quantities.
Table 10.1: Levels of Flood Protection Required for Various Areas in Qatar
Event Area
1 in 2 Years Storm Parks, playgrounds, natural areas and minor roads
1 in 5 Years StormGovernment, institutional and other official developments, technically Low cost
housing and major roads
1 in 10 Years Storm Sensitive property, basements, power equipment, etc and high cost housing
1 in 25 Years Storm High prestige or ceremonial developments
Table 10.2: Levels of Flood Protection Required for Various Areas in Qatar
Roads Acceptable Flooding
Small Local Roads Flood depth of 0.15m maximum depth and duration of 2 hours
Main Local Roads Flood depth of 0.15m maximum depth and duration of 1 hours
Major Roads Flood depth of 0.10m maximum depth and duration of 30 minutes
Primary Routes Flood depth of 0.10m maximum depth and duration of 10 minutes
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Figure 10.1: Abu Hamour Catchment
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10.3.2 Intensity-Duration-Frequency
The Design Manual presented the Intensity Duration Frequency (IDF) curves generated using records from the recordingrain gauge at Doha International Airport.
Figure 10.2 shows the IDF curves. The IDF curves commonly used in storm drainage in Qatar are given by the followingregression equation;
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3:36 4:48 6:00 7:12Time(hr)
Rainfall Distributionyr Storm Event
1in10 year-15min Duration
1 in 10 year 30 min Duration
1in10 year-1hr Duration
1in10 year-2hr Duration
1in10 year-6hr Duration
3:36 4:48 6:00 7:12Time(hr)
Rainfall Distributionyr Storm Event
1in25 year-15min Duration
1 in 25 year 30 min Duration
1in25 year-1hr Duration
1in25 year-2hr Duration
1in25 year-6hr Duration
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Commonly, rainfall in Qatar lasts much less than 0.5-2 hours in a day. As a result, the 24-hr rainfall duration is convertedinto 15minutes, 30minutes 1 hr, 2 hr and 6-hr duration to get the most critical storm event to avoid flooding for the differentdesign and the resulting rainfall hydrographs for each storm event are given in Figures 10.3 & 10.4.
10.3.3 Design Storm Duration
The design storm duration and a specified design return period outlined above are required to determine design rainfallintensity from IDF curves shown in Figure 10.2. The design storm duration is taken equal to the time of concentration of thecatchment (tc).
Time of concentration is defined as the interval of time from the beginning of the rainfall event to the time when water fromthe futherest point in the catchment reaches the point under consideration. For developed (urban) areas, the time ofconcentration is a combination of the entry time and the in-pipe flow time. The in-pipe flow time is calculated usingColebrook Equation. It is assumed that the entry time from the plots is 5 minutes.
10.3.4 Rainfall Runoff Models
There are several widely used rainfall runoff and routing models in InfoWorks. To ensure consistency of approach with thepractices adopted in other projects Wallingford model for runoff modeling have been adopted.
10.3.5 Time of Concentration, Tc
The time of concentration (Tc) is calculated as the time taken for runoff to flow from the most hydraulically remote point ofthe drainage area to the design location where the point of hydraulic structure, such as culvert or inlet is located. This will bedetermined using the formula, which is given below:
VLT
Where:
T = time of Concentration (sec)
L = Flow length (m)
V = Mean Velocity of flow (m/s)
10.3.6 Runoff Coefficient
A dimensionless runoff coefficient, C, is essentially a ratio of runoff to rainfall. Thus, it varies from zero (no runoff) to 1.0(complete runoff). The runoff coefficient value depends on the land use, soil type and land slope. Table 10.3 shows the Cvalues for different land uses.
Table 10.3: Runoff Coefficients
Area Description C
Open Areas, Gardens 0.20
Paver Blocks 0.70
Asphalt & Concrete Paving 0.90
10.3.7 Materials
Based on the Drainage Manual, the preferred pipe material for use in storm drains equal to or smaller than 1000mmdiameter is Vitrified Clay (VC).
10.3.8 Hydraulic Equation
The surface run-off from the catchment area is computed using the modified rational method (Wallingford equation), which isstated as follows:
Q= 2.78 C I A;
Where,Q = Surface Water Run-off (l/s)
C = Runoff Coefficient
A = Catchment’s Area (hectares)
I = Rainfall Intensity (mm/hr.)
10.3.9 Positive/Piped Storm Water Drainage SystemIn positive drainage system, the collected runoff will be conveyed using a network of pipe system.
10.3.10 Pipe Flow CalculationThe design of drainage pipes is based on Colebrook equation, as follows:
Where:V = Velocity, (m/s)
k = Colebrook-White roughness coefficient (mm)
D = Inside diameter, (m)
S = Slope, (m/m)
g = Gravitational acceleration, 9.807 m/s2
v = Kinematic viscosity, (m2/s)
The pipe roughness coefficients, k adopted is 0.6mm for surface water.
10.3.11 Surface Drainage Gullies/Inlets
Gullies are used to drain the surface runoff from the carriageway toward the proposed conveyance and disposal system. The roadgullies are connected directly to manholes using VC pipes. Gully distribution and spacing is fixed according to QHDM requirementsat intersections and roundabouts. The maximum gully connection length should not exceed 36m and the diameter of theconnection pipe is 200mm. The minimum gradient of the gully connection is 1%, where depending on specific situations a gradientof 0.5% is used. Inlet spacing is designed based on the procedure given in FHWA-HEC22, Drainage of Highway Pavements. Therequired parameters for designing the spacing include;
Pavement cross slope, m/m
Road longitudinal slope, m/m
Gutter width and slope, m and m/m (for uniform slope, gutter will have the same slope as the pavement cross slope)
Runoff discharge (from rational formula), m3/s
Grated inlet length and width, both in m
0.50.5
2.52 2 log3.7 2
kV gDSD D gDS
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Based on the above noted inputs, the following elements will be computed:
Spread width, m
Inlet efficiency, %
Intercepted flow, m3/s
By-passed flow, m3/s
A spreadsheet was prepared pertinent to the procedure explained in HEC 22, and the results attached to Appendix C,Annexure C. At sag locations of the road where low points are encountered, twin gullies are used to avoid excessiveponding of runoff.
10.3.12 Depth of Pipes
The minimum pipe depth shall be 900mm in non-trafficked areas and 1200mm in trafficked areas. Where less cover isunavoidable, concrete encasement shall be provided to the pipe to protect it from both traffic loads.
10.3.13 Velocities and Gradients
The pipes shall be designed to be self-cleansing at design flow to avoid deposition of solids along the pipe. The minimumvelocity per pipe size is tabulated below:
Table 10.4: Approximate Self-Cleansing Velocities for Storm Water Drains
The maximum velocity shall be 2.5m/s to 3m/s (in extreme cases).
The minimum and maximum slopes to meet the corresponding velocity are tabulated below:
Table 10.5: Minimum and Maximum Slope for Storm Water Drains
Pipe Size (mm) Minimum Slope (%) Maximum Slope (%)
300 0.215 3.443400 0.155 2.346
500 0.130 1.742
600 0.112 1.366
700 0.094 0.931800 0.080 0.796
900 0.068 0.691
10.3.14 Manholes
Manholes/Catch Basins will be located in the collection system at changes of alignment and also where there is a change in pipesize or material. Otherwise, manholes are provided at maximum 80 m spacing for pipes between 300-800 mm diameter and 100 mspacing for pipes above 800mm diameter.
10.3.15 Surface Water Pre-treatment
Pre-treatment for chemicals or any industrial pollutants shall be required at the plots prior to discharge to the storm drainagenetwork. This requirement shall be included in the Plot Development Guidelines.
10.3.16 Design Codes, Regulations and Standards
The following Design Codes, Regulations and Standards are applicable for the Storm Water design works:
- Qatar Construction Specification - QCS 2010.
- Qatar Highway Design Manual, Civil Engineering Department, Ministry of Public Works.
A geotechnical investigation report has been prepared by Arab Center for Engineering Studies.
The geotechnical investigation activity is comprised of borehole drilling, trial pit excavation, sampling, field, and laboratory testing.The overall objective of the assessment was to determine soil stratification, rocks, and ground water conditions of the site.
The ground surface at the site is covered by different types of material such as fill material at the east and south parts; ‘sabkha’like soil and beach sand near the shore line and the east of the site is covered by residual soil composed of light brown, fine tomedium drainage silty sand with some gypsum and gravels and cobbles of limestone.
Forty two boreholes drilled to a depth of 25m all below existing ground levels. Excavating 13 trial pits to a depth of 2.0m to top ofthe bedrock or water table depth whichever come first. Refer to Figure 10.5 for boreholes location and trial pits location.
The hydraulic permeability/conductivity (k) of the project soils, as noted in the above report, ranges from 2.08 x 10-5 to 5.07 x 10-4m/s and average value of 2.01 x 10-4. Hydraulic permeability/conductivity (k) of 2.08 x 10-5 is used in design as a worst casescenario. Refer to Table 10.6.
Table 10. 6: Infiltration Value
No. Infiltration(m/s)
TP-02 3.30 x 10-5
TP-04 2.08 x 10-5
TP-06 2.55 x 10-4
TP-09 5.07 x 10-4
TP-11 1.48 x 10-4
TP-13 2.42 x 10-4
The static water table results indicate that the elevation of groundwater table ranges from -1.248 to 1.144 QHND (0.2 to 07.3bgl).Refer Table 10.7 for static water table depth.
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The stormwater pollution problem has two main components: the increased volume and rate of runoff from impervious surfacesand the concentration of pollutants in the runoff. Both components are directly related to development in urban and urbanizingareas. Together, these components cause changes in hydrology and water quality that result in a variety of problems, includinghabitat modification and loss, increased flooding, decreased aquatic biological diversity, and increased sedimentation anderosion.
Effective management of stormwater runoff offers a multitude of possible benefits, including protection of wetlands and aquaticecosystems, improved quality of receiving water bodies, conservation of water resources, protection of public health, and floodcontrol. In addition to chemical pollutants in stormwater, the physical aspects related to urban runoff, such as erosion and scour,can significantly affect receiving water's habitat. Traditional flood control measures that rely on the detention (storage) of thepeak flow (referred to as peak shaving) are one of the characteristics of many stormwater management approaches.
Based on the above problems and considering the available open spaces within the development different schemes have beenconsidered. In line with the sustainability objectives and the limited discharge from the plots, attenuation of storm drainage andconveyance have been analyzed. The following sections describe the different storm drainage schemes and methods.
10.5 Conveyance
10.5.1 Piped network
The proposed means of capturing surface runoff from the roads is through gullies. The gully inlet has a surface area of 862mmx 405mm.
The gullies are located at a uniform distance along the road edges, and the collected runoff is conveyed through connection pipesto the manholes. The spacing is computed based on parameters as listed in subsection 10.3 “Basic Design Criteria”. Typicaldetails of gullies and inlets are included in Appendix B Annexure D.
10.6 Disposal
10.6.1 Green Fingers / Storm Water Cells
On various road cross sections the Master Plan has accommodated green areas which will act as locations for stormwaterdetention ponds. The green fingers are 4m to 7m wide and 1.0 m deep strip of landscaped areas provided adjacent to some plots.The surface runoff from the road is guided towards green fingers by channels at certain location. Surface runoff from the adjacentplots is also guided to the green fingers through an over flow pipe. They are designed to have enough capacity to store theimmediate storm water runoff and allow for its infiltration into the surrounding soil. Refer to Landscape drawing package for TypicalArrangement of Channel opening with Green fingers. The channels will be shallow, thus there will be no impact with undergroundutilities. The green fingers discharge their stored water quickly within a certain period (less than 24hrs) to provide capacity toreceive the runoff from a subsequent storm. The time taken to discharge depends on the surface area and length of the greenfingers and the prevailing soils infiltration characteristics.
10.6.2 Buffer Zone (6m Wide) / Haha Wall
This is low lying area of Parcel A. The open space adjacent to plot no.PA-WH-01 is having high length to width ratio and it runsadjacent to the main road. This is provided according to the Landscape Strategy for use as a potential landscape feature andretention facility at the same time. The above open disposal systems will have a minimum freeboard of 0.3m to avoid overtoppingand flooding of nearby areas.
10.6.3 Detention Pond with Infiltration
The collected surface runoff through the piped network may be discharged to a detention pond located in the open spaces at thewater front. They are also designed to have enough capacity to store the storm water runoff and allow for its infiltration into thesurrounding soil to avoid the risk of flooding and overtopping of the pond during higher storm events, a minimum freeboard of 0.15m is required.
10.7 Storm Water System
10.7.1 Design Overview
The Proposed stormwater system is a combination of the most appropriate options with respect to plot storage, conveyance, anddisposal to reduce the volume, rate of runoff and pollutants. Since discharge to Abu Hammour trunk line is not allowed byASHGHAL and usage of the buffer zone for stormwater drainage purposes is not acceptable to the Ministry of Environment, thepreferred storm drainage system is a combination of the following:
Plot Storage - Detention Tank with Infiltration bed and Overflow pipe.Conveyance - Piped Network.Disposal - The following are the different disposal methods adopted;
Infiltration Beds. Green Fingers. Buffer Zone (6m Wide). Detention Pond with Infiltration.
The proposed storm drainage system drawings and typical details are included in Appendix B Annexure D. The scheme isselected based on the below strategy.
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Figure 10.5: Borehole and Trial Pit
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Table 10.8: Benefits of Selected Schemes
Strategy Benefits
Pollution Removal
Green fingers, infiltration basins and buffer zone reduce the pollutant from the surface runoff. Itwas estimated by Schueler (1987) pollutant removal for infiltration basins based on data fromland disposal of wastewater. The average pollutant removal, assuming the infiltration basin issized to treat the runoff from a 25.4mm storm, is:
Infiltration reduces considerable amount of surface runoff to carry through piped systemhence reducing the inflow to the down- stream.
Ground Water RechargeDepleting ground water can be recharge through infiltration. Ground water can be used forthe drinking purpose after treatment.
10.7.2 Summary of the Technical Viability of the Proposed Storm Water Design
No reliance on external works (either discharge capacity or timing of the works) for functionality;
Provides a sustainable stormwater solution;
Potential reduction in construction costs;
Additional attenuation and filtration for surface pollutants;
If onsite attenuation/retention facilities are required there is no reliance on external works (either discharge capacityor timing of the works) for functionality, however onsite facilities plots will be required.
Requires regular maintenance to ensure the pipes are clean and free of debris;
Requires land take for onsite attenuation until permanent discharge points are provided as part of the Abu Hamourcatchment works.
10.7.3 Safety in Design
The proposed stormwater scheme has been developed to consider acceptable levels of safety. Safety measures have beenconsidered as part of the disposal strategy to swales located in green fingers as part of the larger context of the streetscapedesign. In an attempt to manage, eliminate / reduce risk to pedestrians the stormwater swales have been designed tomaintain a minimum clearance of 1.0meter from the nearest pedestrian cycling lane on all relevant ROWs.
In accordance with the American Access Board and the U.S. Federal Highway Administration the required clearance for anyvertical obstruction from the nearest pedestrian cycling lane / shared path is 30cm to 120cm.
Additionally, stormwater swales within the associated ROWs have been designed to a shallow depth of 1.5m, with aslackened slope.
10.8 Storm Drainage System Results
Storm drainage system is analyzed using StormCAD and Infoworks software. Considering 1 in 10 year rainfall event andchecked for 1 in 25 year rainfall event with different duration’s hydrograph (15 minutes, 30 minutes, 1hr, 2hr and 6 hr, 12 hrand 24 hr). To avoid flooding, the worst case surface runoff flow from different duration is taken for design.
In addition, a minimum freeboard is also provided on top of the 1 in 25-yr water level. In case of 50-yr storm event, thehydraulic analysis shows that infiltration beds at the buffer zone will not be overtopped, but local flooding will occur at fewmanholes upstream.
10.8.1 Catchment Area
Catchments area boundary is defined based on site topography and location of outfall. Some part of catchment from phase 2is also discharging to Phase 1 considering the grading towards Parcel A. Total catchment area of phase 1 parcel A is 74.97ha. The biggest and smallest catchment area in Parcel A is 13.84ha & 0.33ha respectively. Refer Table 10.9 for thecatchment area. Delineation of catchment area is shown in Figure 10.6.
Table: 10.9: Catchment Area
Catchment Area (Ha)
CA-HA 5.04
CA-OS1A 13.84
CA-OS1A/2 2.07
CA-OS1B 8.14
CA-OS1C 13.16
CA-OS1D 13
CA-OS2 0.82
CA-OS6 1.17
CA-OS7 2.23
CA-OS8 4.82
CA-OS9 0.33
CA-OS10 0.62
CA-OS11 0.39
CA-OS12 0.4
CA-OS13 0.98
CA-OS14 1.14
CA-OS15 2.7
CA-OS16 1.07
CA-OS17 3.05
10.8.2 Detention Tank with Infiltration and Overflow
A detention tank is proposed for each plot with infiltration and overflow pipe. The required storage calculation for each plot isenclosed in Appendix C, Annexure C.
10.8.3 Hydraulic Modelling
Based on the hydraulic analysis, maximum runoff in piped network is 0.75 m3/s for 1 in 25 years and maximum depth toinvert is about 2m. The results from the model are attached in Appendix C, Annexure C; summary of results for the pipednetwork at 13 locations is given in Table 10.10. Snapshots of results of analysis for major twelve outfalls using INFOWORKSare presented in Figures 10.7 to 10.18.
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Table 10.10: Summary of Piped Network Runoff
Outfall No. Runoff (m3/sec) Pipe Depth (m) Pipe Dia (mm)
1 in 10 year 1 in 25 year
HA1 0.06 0.07 1.5 300
HA2 0.13 0.15 1.5 400
HA3 0.10 0.12 1.5 400
OS17 0.22 0.25 1.21 500
OS1A 0.64 0.71 2 700
OS1A/2 0.28 0.33 2 600
OS1B 0.39 0.48 2 700
OS1C 0.64 0.75 2 800
OS1D 0.64 0.74 2 800
OS2 0.14 0.15 1.5 300
OS6 0.16 0.19 1.26 400
OS7 0.21 0.25 1.24 600
OS8 0.26 0.31 1.36 600
10.9 Drawings
Design layouts for the selected stormwater drainage scheme are appended in Appendix B Annexure D of this report. Thedrawings should be read in conjunction with this section of the report.
10.10 Interface between Building and Site Wide Infrastructure Works
Typically, a single discharge point will be provided for each plot within QEZ-1. Where there is a large plot, consideration willbe made for additional connection points to allow for any future subdivision. An alternative is to require the individual plotdeveloper to accommodate the stormwater runoff in an isolated system within their plot.
However, this may both increase the costs of the development, and, reduce the available land area to develop due to theinternal system. Accordingly, this may reduce the attractiveness of the development for an investor.
10.11 Maintenance Strategies for Ponds & Green Fingers
As there is no discharge into sea or connection to existing system the total site’s storm water percolates through the top soilof pond and greenfinger. The pollutants settle out and are trapped on the ponds bottom. Exposure to sun and oxygen helpsbreak down the greases and oils. Accumulated sediments with silts, oils and greases eventually seal off the porous bottomsand hence maintenance is highly essential. Maintenance can be categorized into three main groups: regular maintenance,occasional maintenance and remedial maintenance. Refer to Table 10.11.
Table 10.11: Typical inspection and maintenance activities
Activity Indicative frequency Typical tasks
Routine/regularmaintenance Monthly
Litter picking Grass cutting Inspection of inlets, outlets and control structures
Occasional maintenance Annually/ following a stormevent
Periodic removal of excess silt In the event of reduced permeability, a number of techniques can be
used to open the surface to encourage infiltration: Scarifying to remove ‘thatch’; Aeration equipment to encourage water percolation; Chisel or slitting tines, solid tines (spikes), hollow tines,and vibratory
tines; Remove and replace grass and top soil (last resort).
If silt accumulation is a problem: Remove (reuse or compost) turf Remove accumulated silt (subject to toxicity test) and land apply or
dispose of to tip Cultivate remaining topsoil to levels Reuse or re-turf area to agreed levels.
Remedial maintenance
As required
(Tasks to repair problems dueto damage or vandalism)
Inlet/outlet repairs Erosion repairs Reinstatement of edgings Lifting turf, disposal of silt accumulation & reinstatement with new re-
cycled topsoil & turf System rehabilitation following high silt loads discharged during a single
event
10.12 Progressing Designs to the Detailed Design Stage
To facilitate design of the QEZ sewerage system, the next step is to approach the relevant Authorities to discuss thefollowing:
Approval on the proposed storm water network strategy by ASHGHAL.
On site attenuation facility.
A topographic survey within Parcel B shall be done to ascertain the cover and invert levels of the proposed gravity networkand determine exact locations of gullies and manholes. Further coordination with other disciplines shall be undertaken toconduct clashing analysis and ensure that there will be no conflicts with other proposed utilities.
In order to finalize the designs, AECOM will require formal instruction from MANATEQ & ASTAD that the storm water designprepared as part of the DMP and the subsequent FDMP stage has been approved and can further progress to the DetailedEngineering Stage.
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Figure 10.6: Catchment Areas
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Figure 10.7: Infoworks Model layout and Runoff for Outfall (OS)-1A
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Figure 10.8: Infoworks Model layout and Runoff for Outfall (OS)-1B
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Figure 10.9: Infoworks Model layout and Runoff for Outfall (OS)-1C
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Figure 10.10: Infoworks Model layout and Runoff for Outfall (OS)-1D
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Figure 10.11: Infoworks Model layout and Runoff for Outfall (OS)-17
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Figure 10.12: Infoworks Model layout and Runoff for Outfall (OS)-8
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Figure 10.13: Infoworks Model layout and Runoff for Outfall (OS)-7
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Figure 10.14: Infoworks Model layout and Runoff for Outfall (OS)-6
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Figure 10.15: Infoworks Model layout and Runoff for Outfall (OS)-2
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Figure 10.16: Infoworks Model layout and Runoff for Outfall (HA)-1
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Figure 10.17: Infoworks Model layout and Runoff for Outfall (HA)-2
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Figure 10.18: Infoworks Model layout and Runoff for Outfall (HA)-3
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10.13 Supporting Appendices and Drawings
Appendices Subject
Appendix B Annexure D Surface Water Design Layouts
Appendix C Annexure C Surface Water Design Calculations
Drawings Reference
EZ01-ES01-AEC-PD1-DRW-SW-101_01, Rev.01 Storm Water Network General Layout Plan
EZ01-ES01-AEC-PD1-DRW-SW-200_01, Rev.01 Storm Water Network Layout Plant, Sheet 01 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_02, Rev.01 Storm Water Network Layout Plant, Sheet 02 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_03, Rev.01 Storm Water Network Layout Plant, Sheet 03 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_05, Rev.01 Storm Water Network Layout Plant, Sheet 05 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_06, Rev.01 Storm Water Network Layout Plant, Sheet 06 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_07, Rev.01 Storm Water Network Layout Plant, Sheet 07 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_08, Rev.01 Storm Water Network Layout Plant, Sheet 08 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_09, Rev.01 Storm Water Network Layout Plant, Sheet 09 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_15, Rev.01 Storm Water Network Layout Plant, Sheet 15 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_16, Rev.01 Storm Water Network Layout Plant, Sheet 16 of 18
EZ01-ES01-AEC-PD1-DRW-SW-200_17, Rev.01 Storm Water Network Layout Plant, Sheet 17 of 18
EZ01-ES01-AEC-PD1-DRW-SW-300_02, Rev.01 Proposed Storm Water Catchment Area
EZ01-ES01-AEC-PD1-DRW-SW-300_03, Rev.00 Storm Water Network Detention Pond with Infiltration Basin at OS1A/2
EZ01-ES01-AEC-PD1-DRW-SW-300_04, Rev.00 Storm Water Network Detention Pond with Infiltration Basin at OS2
EZ01-ES01-AEC-PD1-DRW-SW-300_05, Rev.00 Storm Water Network Detention Pond with Infiltration Basin at OS6
EZ01-ES01-AEC-PD1-DRW-SW-300_06, Rev.00 Storm Water Network Detention Pond with Infiltration Basin at OS7
EZ01-ES01-AEC-PD1-DRW-SW-300_07, Rev.00 Storm Water Network Detention Pond with Infiltration Basin at OS17
EZ01-ES01-AEC-PD1-DRW-SW-300_08, Rev.00 Storm Water Network Detention Pond with Infiltration Basin (HaHa Wall) atHA1, HA2 and HA3
EZ01-ES01-AEC-PD1-DRW-SW-400_01, Rev.01 Storm Water Network Profile, Sheet 01 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_02, Rev.01 Storm Water Network Profile, Sheet 02 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_03, Rev.01 Storm Water Network Profile, Sheet 03 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_04, Rev.01 Storm Water Network Profile, Sheet 04 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_05, Rev.01 Storm Water Network Profile, Sheet 05 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_06, Rev.01 Storm Water Network Profile, Sheet 06 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_07, Rev.01 Storm Water Network Profile, Sheet 07 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_08, Rev.01 Storm Water Network Profile, Sheet 08 of 16
Drawings Reference
EZ01-ES01-AEC-PD1-DRW-SW-400_09, Rev.01 Storm Water Network Profile, Sheet 09 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_10, Rev.01 Storm Water Network Profile, Sheet 10 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_11, Rev.01 Storm Water Network Profile, Sheet 11 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_12, Rev.01 Storm Water Network Profile, Sheet 12 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_13, Rev.01 Storm Water Network Profile, Sheet 13 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_14, Rev.01 Storm Water Network Profile, Sheet 14 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_15, Rev.01 Storm Water Network Profile, Sheet 15 of 16
EZ01-ES01-AEC-PD1-DRW-SW-400_16, Rev.01 Storm Water Network Profile, Sheet 16 of 16
ASHGHAL Standards
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11.0 POWER & ELECTRICAL SYSTEM
11.1 Introduction
The Power Transmission and Distribution systems in Qatar are provided and maintained by KAHRAMAA (Qatar GeneralElectricity & Water Corporation). The Power Transmission and Distribution systems are composed of underground cablesand overhead transmission lines, operated at 400kV, 220kV, 132kV & 66kV power levels. The distribution system operates at11kV, whereas domestic consumers are supplied by a 415V, three phases, 50Hz system which is effectively earthed atneutral distribution voltage levels.
This section of the report describes the preliminary design for the proposed QEZ-1 power and electrical supply anddistribution strategy. The design presented is confined to the Phase-1 scope of works. The key issues explored in this reportare as follows:
Finalizing of Power demand loads & diversity factors;
Assessment of Substation and network parameters;
Phasing requirements;
Basis of the Super Primary Substation (400/132/11kV);
Basis of Primary Substations (132/11kV) PSS01 and PSS02
Design of Distribution Substations (11kV/0.415kV)
HV cable selection and cable routes;
MV cable selection and cable routes;
LV cable selection and cable routes;
Street Lighting and Feeder pillars.
The proposed 132kV (EHV) power distribution network assigned within Phase1 shall be directly fed to substations PSS1 andPSS2, as illustrated in the Electrical Drawings included in Appendix B Annexure E. Each HV network shall have provision forthe future expansion of the remaining phases. The power strategy and substation plot allocation has been considered toallow different voltage level i.e. 400kV network system. However KAHRAMAA (KM) shall decide and confirm the voltage levelof the power network to be used for QEZ-1 project. Proposed EHV, HV, MV and LV network configurations are subject to KMapproval.
AECOM has proposed a 400/132/11 kV Super Primary Substation to be constructed in Phase 1 with a firm availablecapacity of 315MVA, of which 216MVA is required to be allocated to QEZ-1 and the balance is to be used for its futureexpansion and for other developments within the vicinity of the development. The sizing of 400/132kV transformer is300/400/500MVA at ONAN/ONAF/ODAF cooling respectively The design considers 132/11kV Primary substation, in line withKAHRAMAA standards. 33kV intermediary substations have been avoided throughout the design, as they are notrecommended by KAHRAMAA. Accordingly, to secure a viable power design, AECOM has proposed a 400/132/11kV powerconfiguration, considering the following factors:
400kV transformers offer commercial benefits when designed for systems as it has surplus power to accommodatepotential future change/additional development. Also it enables AECOM to select and size equipment in accordancewith required Authority standards.
The proposed number and size of 132kV circuits to each primary substation are subject to KM planning Departmentapproval. 132kV feeders routing and arrangement to be co ordinated with project phasing. All the requiredtransmission and distribution networks, primary and distribution substations for phase 1 are included.
11.1.1 Abbreviations:
KAHRAMAA (KM) Qatar General Electricity & Water Corporation
Ooredoo Qatar Telecommunication Company (Utility Service Provider)
O/H Over Head
W/m² Watt per square meter
A/C Air Conditioning
D.F. Diversified Factor
kW Kilo Watt
kV Kilo Volt
Hz Hertz
kVA Kilo Volt Ampere
MVA Mega Volt Ampere
LV Low Voltage
MV Medium Voltage
U/G Underground
U/C Under Construction
DSS Distribution Substation
PSS Primary Substation
SPSS Super Primary Substation
SCADA Supervisory Control and Data Acquisition
SCMS Substation Control and Monitoring System
LCP Local Control Point
RCP Remote Control Point
BCU Bay Control Unit
VDU Visual Display Unit
SCP Substation Control Point
FSFP Free Standing Feeder Pillar
SLFP Street Light Feeder Pillar
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11.1.2 Design Progress and Considerations
MANATEQ has now submitted the design documents to KAHRAMAA (KAHRAMAA Submission) provided by AECOM and aninitial meeting was held on 29 October 2014.
During the above meeting KAHRAMAA advised that they will provide specifications for 400/132kVsubstations.
It is noted that project phasing and staging shall be coordinated carefully with KAHRAMAA T&D systems and constructionschedule to ensure power availability for immediate and future development. It is critical that both the cabling and substationsare constructed in time for the first planned occupation in QEZ-1. In the event the substations (e.g. Super PrimarySubstation) are not constructed in time, provisional power supply from KAHRAMAA existing external systems will berequired, and potentially the use of generator power may be required within the plots. The timing of KAHRAMAA design andconstruction of the Super Primary/Primary substations will be discussed as part of the design review process (andsubsequent Detailed Design stage by Others), and alternate temporary power strategies will be required if the QEZ-1construction phasing program and KAHRAMAA T&D construction program do not align. As per KAHRAMAA requirements,there are no trees proposed within the KAHRAMAA corridor. Any trees within the ROW will be required to have root barriersor root covers.
11.2 Design Parameters
11.2.1 Design Overview
The power strategy is driven by Authority standards and the Master planning scheme. Additional attributes have beenconsidered as part of the design, primarily Uplift and District Cooling, both of which are further detailed in this section.The Basis of Design is presented within Section 11.5 which details the basis of the estimated power demands secured for thedevelopment.
11.3 Existing Substations and Network
Based on the available data, the existing network in the vicinity of the QEZ-1 development consists of underground cablesand overhead transmission lines, operated at 400kV, 220kV, 132kV, 66kV, 11kV and Low Voltage. Please refer to Figure12.1 for the existing power network and associated substations below.
2 Nos. of 220kV and Fiber Optic Cables emanating from the Ras Abu Fontas (RAF) to the Super Primary Substation, arelocated along the boundary of the QEZ-1 site. In addition to these 2 Nos. of 220kV and Fiber Optic Cables from RAF-B,feeders servicing the Airport Super Primary Substation are also located along the boundary of the QEZ-1 development.There are several 66 kV cables emanating from the Ras Abu Fontas – B power station and feeding various 66/11 kVsubstations in the locality, in addition to the 132kV circuits emanating from Ras Abu Fontas to Barwa Village.
11.3.1 Design Strategies
The findings presented in this document facilitate the development of the QEZ-1 power strategy. Land use, GFA andpopulation parameters as set within the overall Master Plan were assessed and considered in all system designs.
In accordance with KAHRAMAA standards the Master Plan has been designed to consider 40,000m2 (minimum) plot toaccommodate the Super Primary Substation, and also include a Primary Substation as instructed by ASTAD. In turn 60m x60m / 75m x 75m configured plots have been identified within the Master Plan to accommodate 132kV/11kV PrimarySubstations.
Each plot has been strategically located to ensure accessibility on two sides of the plot, facilitating vehicle access formaintenance and operation purposes. Ultimately the plot size for the combined Super Primary and Primary Substation(PSS04) will be determined by KAHRAMAA, and any amendments to the plot size by KAHRAMAA will impact on the truckparking area.
It is envisaged that KAHRAMAA will require a 400/132/11kV Super Primary Substation to supply power to QEZ-1. However,a 400kV (315 MVA available capacity) Super Primary Substation is not required wholly for QEZ-1 (total demand load 216MVA at Super Primary Substation) and will form part of the wider power grid strategy, owned and operated by KAHRAMAA.As per KAHRAMAA standard, 400/132kV transformer capacity is specified as 300/400/500kVA at ONAN/ONAF/ODAFcooling level. The primary substations are connected through underground cable networks. All underground cables arecomprised of steel wire or steel tape armour for mechanical protection. Cables are also to be protected by warning tapes andconcrete cable cover tiles in between the layers of backfilling.
The MV cables will be fed from the primary substations and connected to the in house plot and external infrastructure11/0.415 kV substations. KAHRAMAA utilize both indoor for plots and outdoor type infra 11/0.415 kV substations. These11/0.415 kV substations comprise of 11kV switchboards, distribution transformers and LV distribution panels (as perKAHRAMAA standard specifications). In reference to Section 4.2 of the Electricity Planning Regulations for Supply, Issue 2,28th June 2012 (EP-DP-C1 KAHRAMAA), internal building substations are required to serve plots with power demand loadgreater than 494kVA (420kW) for planned (residential) areas and 247kVA (210kW) for industrial plots.
Industrial plots having a demand load greater than 247 KVA (210 kW) will be directly fed by the MV system which willenergize a dedicated indoor substation. Substations classified as in-house substations are to be allocated space within theplot. Future tenants are expected to deliver these substations within their assigned plot. The substation requirements for thedifferent cases are as follows:
Indoor substations must be located inside the building, aligning with the face of the building adjacent to the road.The substation must be located within 2 meters from the boundary wall.
Using 247kVA as the maximum demand load for indoor substations will reduce the number of infrastructuresubstations which are to be provided by MANATEQ and thereby saving the developer the associated capital costsof the substations. All in house building substations should be located in a manner that will allow KAHRAMAA staffunrestricted access.
Reference to the agreed design scheme is recorded within Appendix F, Minutes of Meetings dated 7th August, 2014 heldbetween AECOM and ASTAD. A meeting with KAHRAMAA for the network design of QEZ-1 was held on 29 October 2014.
All substation designs are in accordance with KAHRAMAA (Electrical) design guidelines, standards, regulations andrequirements to ensure that the respective infrastructure elements will be handed over to KAHRAMAA on completion andcommissioning of the construction works.
11.3.2 Type of Substations and Methodology for interface between Project Phase and Shutdown
Different types of substation have been proposed to cater for the entire load for the QEZ1 development under differentphases as per the estimated load demand highlighted below:
Table 11.1: Envisaged Operation Date for Super and Primary Sub Stations
Phases Name of Substations ,Type and Rating Energization date
1
- 400/132/11kV Super Primary Substation with transformer rating of 300/400/500MVA atONAN/ONAF/ODAF cooling.
- 132/11kV Primary Substation ( PSS 01and 02 of 40MVA) of ONAF- Infra Substation 11/0.415V 2X1600KVA SS 01,02,03,04.(outdoor oil type)- Infra Substation 11/0.415 1000kVA SS 05 and13 (outdoor oil type)- Package Substation 11/0.415 500kVA SS 14 for street lighting.(outdoor oil type)- Plot Substation11/0.415kV (indoor, dry type transformer)
Q4 2016 (Phase 1)
2- 132/11kV Primary Substation (PSS03,PSS04 40MVA)Respective Infra Substations to be detailed in phase 2- Plot Substations11/0.415kV (indoor, dry type transformer)
Q4 2017 ( Phase 2)
3- 132/11kV Primary Substation (PSS05,PSS06 40MVA)Respective Infra Substation to be detailed in phase 3.- Plot Substations 11/0.415kV (indoor, dry type transformer)
Q4 2019 ( Phase 3)
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The primary substation 2 (PSS02) is proposed to feed both Phase 1 and Phase 2 as per the zoning plan presented inAppendix B Annexure E (refer drawing no. EZ01-ES01-AEC-PD1-DRW-LV-201_02). Each plot /infra /package unitsubstations can be interfaced with primary and super primary substations as per the following.
Case 1: Availability of the proposed Super Primary Substation is in line with the project planning, design and constructionschedule of various phases, is to be ensured for interfacing between Infra/package/plot substation will be followed withproposed feeding arrangement with EHV/HV/LV layout. Shutdown of remote end 400kV OHL line with feeder modification isrequired to interface with proposed 400/132/11kV Super Primary Substation.
Case2: In case 400/132/11kV super primary is not ready within Q4 2016, Temporary power supply shall be provided toPhase 1 and Phase 2 before the construction of the super primary substation by bringing in 132kV supply from the existingKAHRAMAA network in the vicinity (subject to available spare capacity and in consultation with KAHRAMAA) to the primarysubstations of Phase 1 and Phase 2 as per the projected load forecast listed in Table 11.17.
The projected load shall be from the available spare feeders of different substations nearest to QEZ 1 either from existing132kV or 11kV or 415V feeders.
Case 3: In case KAHRAMAA does not agree to feed temporary power supply as per option 1, each plot owners’ demandshall be from temporary generator set with the capacity as per the load requirement till restoration of original power supply.
11.3.3 Operation and Control Philosophy of T & D system
The Control and Monitoring System shall monitor and control the entire power network. It shall be a fully integrated system tobring together independently operating subsystems, such as SCADA, communication, protective relaying, control ofsubstation primary equipment, metering and alarm annunciation, into a unified data acquisition, monitoring and controlsystem of the substation.
The SCMS shall be capable of providing control function from three independent points as listed below. However, only onecontrol point shall be capable of carrying out control functions at any given time. It shall also be possible to monitor the plantstatus, metering indications, control targets, and other parameters from the other two control points.
Local Control Point (LCP). Substation Control Point (SCP). Remote Control Point RCP (DMS control center and KAHRAMA DCC).
LCP is the control point closest to the plant, providing local control facility to operate any particular bay.
This control point shall be fully instrumented and provided with all indications and grouped alarms necessary to operate theplant locally. It shall be fitted with a hardwired 3 position lockable selector switch enabling the control function to be carriedout at either the LCP (local on the selector switch), the SCP (indicated as SCMS on the selector switch) and OFF (to blockthe digital control option altogether).
In addition to all-electronic local control available at LCP, a hardwired backup control capability with discrepancy switchesmust be provided for the T &D systems, to enable switchgear and transformer operation with the associated BCU (BayControl Unit) bypassed.
SCP is a facility at substation level to provide a means of controlling the entire substation via a redundant system of controlinterface (PC based with keyboard and VDU). The SCP shall display site graphical representation of plant configuration,alarms (audible & visual), indications, analogue measured values, etc.
This control point shall permit the control of the substation to be taken from the remote whenever required. This control pointshall also have a two position selector software switch to allow the substation to be controlled either for RCP or from SCP.
This selector switch position shall only be effective if the selector switch provided at LCP is set to the “SCMS” position.
RCP is the remote facility provided to enable the control of the substation to be taken from SCP. This is a normal control, andresults in the control of all circuits of within the substations being transferred to RCP.
11.4 Project GFA & Demand Load
The development of the estimated power connected and demand loads are based on the following considerations:
Land Use Plan which includes a residential component.
District Cooling which services the MANATEQ headquarters, commercial centres, showrooms and waterfront areasof the QEZ-1 development (refer to the District Cooling network scheme presented in Appendix B – Annexure I fordetails). Refer also to District Cooling Section 13.0 of this report for further details.
The estimated connected and demand loads have not taken into account any on plot power generation. A plotdeveloper may implement solar power (should they require and subject to KAHRAMAA approval) in order to achievetheir own GSAS ratings for the plot.
The connected and demand unit rates have been developed from the rates utilized in our Final Master Plansubmission. The unit rates have been refined to take into account the loads used on similar developments within theMiddle East. The rates have been developed to give the most conservative demand estimates for the QEZdevelopment and hence to allow the Client to accurately plan for the facility buildings required and associatednetwork. This is critical in the development of the uplifted GFA as highlighted further on in this report.
11.5 Projected Land Use
In order to determine the overall power demand for the development, which in turn dictates the power network infrastructurerequirements, it is essential to confirm the project land use and projected GFA’s and Demand Load at different Zones/different Primary Substations.
The total power demand for any large scale development is directly proportional to the built-up GFA; this has significantimplications on the projected power demand for the development.
The project comprises the design and construction of different servicing sector as per the following. Roads and infrastructureshall be designed to service the proposed development as detailed below:
HQ- MANATEQ Headquarter (Cooling Application: District Cooling / Chilled Water System). CO-Commercial / Retail (Cooling Application: District Cooling / Chilled Water System). RES-Residence (Cooling Application: Standard Air Conditioning). HO-Hospitality (Cooling Application: District Cooling / Chilled Water System). SR(d) -Showrooms (Cooling Application: District Cooling / Chilled Water System). WH-Warehouses (Cooling Application: Standard Air Conditioning). WHC-Cold storage (Cooling Application: Standard Air Conditioning). MU – Mixed Use (Cooling Application: District Cooling / Chilled Water System). MU – Mixed Use (Cooling Application: Standard Air Conditioning). AS- Assembly (Cooling Application: Standard Air Conditioning). OS-Open Space.
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AECOM have assessed and compared the unit rates that have been adopted for recent projects throughout the Middle Eastwhich are similar in scale and typology to the QEZ-1 development. Additionally, the rates defined for QEZ-1 have beencarefully reviewed and assessed with power rates defined in the various industries. In the absence of the location and anyfurther breakdown in sub-categories of the various land use, a safety factor / contingency has been defined for each powerrate, providing a level of flexibility in the power demand allocated to each plot. To further substantiate the rates defined forQEZ-1 reference was made to the Industrial Assessment Centers Database information of U.S. Energy Department.
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11.7 Demand Loads
The total power demand for any large scale development is directly proportional to the built-up GFA, and this has significantimplications on the projected power demand of the development. Power demand for QEZ1 also has been calculated as perthe GFA. The plots of QEZ1 are mainly consist of warehouses, logistics, showrooms, service hubs and Mixed UseResidential (Commercial and Residential). Different unit rates have been used for different plot usages to calculate the loaddemand for the project.
The following demand load scenarios have been studied and are presented in Appendix C Annexure D of this report.
Base Case – Overall DemandThis demand estimate calculates the overall power demand for all phases of the QEZ1development based on business asusual rates defined in our basis of design. The rates do not account for sustainability or the uplifted GFA scenario.
The overall demand load for Parcel A and Parcel B is 190.701 MVA at the Super Primary Substation level (i.e., 211.890 MVAat the Primary Substation).
Uplifted Case – Overall Demand, per Substation ZoneThis demand estimate provides the power demand for the uplifted GFA case which is based on the spare capacity persubstation zone and uplifted accordingly in each of the individual zones. The uplift has therefore been specific to each zone.The additional overall demand load for this scenario is 25.299 MVA at the Super Primary Substation level (i.e., 28.11 MVA atPrimary Substation).
Base Case + Uplifted Case – per Plot/ Super PlotBased on the maximum available capacity (40MVA for each Primary Substation) per substation zone, this demand estimateprovides the power demand for the overall Base GFA + additional Uplifted GFA in each of the individual zones.
The overall demand load for this scenario is 216 MVA at the Super Primary Substation level (i.e., 240 MVA at PrimarySubstation). The demand breakdown is presented in Table 11.1a and 11.1b.
Diversity FactorsPower diversity rates used for different land uses to estimate the overall power demand at the Primary Substation level areshown in Table 11.2a and Table 11.2b.
Table 11.2a: Power Rates (Standard Cooling Applications)
Land Use Power Demand Connected Rate (VA/m2) Demand Factors Demand Rate (VA/m2)
Table 11.2b: Power Rates (District Cooling Applications)
Land Use Cooling MechanismQatar Economic Zone 1
Power Demand Connected(VA/m2)
Demand FactorsDemand Rate
(VA/m2)
Commercial / Retail District Cooling 155.35 0.5 77.68
Showrooms District Cooling 155.35 0.5 77.68Hospitality (Hotel) District Cooling 130 0.63 81.9
A diversity factor of 0.9 has been used as a standard practice to estimate the load at each level, viz, at 11/0.415 kVdistribution substation, 11kV feeder, 132/11 kV primary substation and 400/132/11 kV Super Primary Substations, ashighlighted in Table 11.3.
Table 11.3: Diversity Factors at Different Levels
Different Level Diversity Factors
Super Primary Substation (400/132/11kV)@ 132kV Bus 0.9
Primary Substation (132/11kV)@ 11kV Bus 0.9
DSS Level@LV side of TX 0.9
11.8 Design Codes, Regulations and Standards
The electrical details shall, unless otherwise stated, be in accordance with the provisions and requirements of StandardSpecifications of the local Authorities in Qatar. The below codes/standards shall be followed for various electrical designworks including functional distribution, performance specifications and schedules for QEZ-1 project:
KAHRAMAA Standards & Regulations.
1. Specification No-ED-02-091: Distribution Package substation
2. QCS2010-Qatar Construction Specification
3. Specification No-ED-04-015: Distribution Transformer
6. Specification No-EP-MS-P4-S3-040: Specifications for LV XLPE Cables issue no 3
7. Regulations for the Installation of Electrical Wiring, Electrical Equipment and Air Conditioning Equipment
8. Specification No- ENA-M1 - 0 – 2007: Regulations for Clearances and Works in the Vicinity of Extra-HighVoltage Installations
9. Specification No - EP-DP-C1 – 2012: Electricity Planning Regulations for Supply
10. Specification No - EP-MS-P4-S2-010: LV Distribution Fuse Board (KM Material Spec)
11. Specification No - ED-04-035 Version 1 Rev 0: Dry Type Cast Resin Distribution Transformers
12. KM-E Presentation - Guidelines 10 October 2013 issued to all the GECs
IEC International Electro-technical Commission. BS British Standards. GSAS Guidelines. Qatar Construction Specification - QCS 2010. Regulations for Electrical Installation issued by Qatar General Electricity and Water Corporation (QGEWC). Standard for the Installation of Lightning Protection Systems BS EN 62305. Power Cables with Extruded Insulation and their Accessories for Rated Voltages from 1kV up to 30kV (IEC 60502
Series). Code of Practice for Earthing (BS 7430). Cable Trays (BS 7671). PVC Insulated Cable with Rated Voltage up to 450V (IEC 60227). Armoured Cables with Thermosetting Insulation for rated Cable Voltage 1kV to 30kV (IEC 60505).
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Transformers (IEC-60076-76). 132kV SWGR (IEC-60044-71). MV Switchgear (IEC-62271, 60060). Substation Auxiliary IEC60044/264/258/408/947. Earthing IEC/ANSI/IEE-080-2000 and 81. Lightning Protection IEC61002-4. Metering System-IEC-60044/60211/60514. Fire protection IEC979 and NFPA and QCS 2010 Communication IEC 60050/60/61280/60834/60038. Armoured Cables with Thermosetting Insulation for rated Cable over 30kV up to 150kV (IEC 60840).
11.9 On-Site Renewable Energy Generation
Onsite renewable energy generation (e.g. Solar panels) is not considered for the QEZ-1 power strategy or demandcalculations as per MANATEQ requirements. The Business as Usual case provides a greater level of power to the plots inline with MANATEQ objectives to ensure contingency within the system.
The electrical demand loads assigned at the plot level shall be fed from the overall QEZ-1 system in line with KAHRAMAAprocedures. Should a plot developer wish to utilize on-site power generation to achieve specified GSAS ratings (or for anyother purpose e.g. increasing the power within the plot)), then this will need to be advanced independently.
The FDMP report addresses the Business as Usual Case and the Uplift Case, in addition to District Cooling (which has beenrevised to adopt Scenario 2 as per meeting on 9th July 2014.
11.10 Design Philosophy
11.10.1 General
Based on standard practice of evaluating the power demand for large land development projects using typical building GrossFloor Areas (GFA’s) for the different types of land usage associated with the development area, such as Commercial,Residential, Hospitality, Showroom, Warehouse and Cold Storage etc. and applying the appropriate W/m2 value for thedifferent type of land usage have been considered for QEZ-1 development. The electrical service system shall be designedto meet the requirements of the local authorities and international standard codes and regulations.
11.10.2 Primary Substation Distribution Zones
AECOM have divided the demand estimates into 6 primary substation zones which are highlighted in Drawing Ref EZ01-ES01-AEC-PD1-DRW-LV-210-01. The demands for the six substation zones have been calculated based on the following:
Base case GFA; Uplifted case GFA based on spare capacity at individual Primary Sub Stations; Base loads at the Primary Sub Station level for the base case demands; Base loads at the Primary Sub Station level for the uplifted case demands; Substation Loading - Base Case + Uplift (maxed out at 40MVA); and Total load at Super Primary Sub Station.
The six (6) primary substation zones (132/11kV) have been developed to ensure that the maximum uplift can be applied tothe Phase 1, Phase 2 and Phase 3 areas of the QEZ development. The zones are each serviced by two primary substationswith a firm capacity of 40 MVA each. Based upon the actual demand per zone the spare capacity in each substation hasbeen calculated and an uplift factor applied to the respective GFA in each zone. The location of the zones has enabled agreater uplift percentage in the Phase 1 and 2 areas within Parcel A as requested by MANATEQ. The estimated load is atprimary substation (132kV) level.
The zones are split between the three (3) phases of the development and each Phase will have two (2) number 40MVAPrimary Sub Stations each. The zoning split per phase and the estimated energizing dates for the primary sub stations isshown below (Table 11.4). Comprehensive power loads specified per zone are presented in Appendix C Annexure D.
Table 11.4: Zoning Split per Sub Station
Phase Number of Primary Sub Stations Primary Sub Station Zones Indicative Energization Date
1 2 1 and 2 Q4 2016
2 2 3 and 4 Q4 2017
3 2 5 and 6 Q4 2019
The power densities related to each zone is calculated in W/m2 for all the plots fed by the primary substation in the respectivezones. The zones have also been categorized into different types based on the power density.
Table 11.5: Power Density as per Zones
Zone/PrimarySubstation No.
Total Uplifted GFA(m2)
Uplifted Load @PSS(kVA)
Power Density perPrimary (VA /m2)
Zoning as per Densities
Substation 1Zone 1 (PSS-01)
456,586 40,000 88 Type 1
Substation 2Zone 2 (PSS-02)
226,192 40,000 177 Type 3
Substation 3Zone 4 (PSS-03)
394,056 40,000 102 Type 2
Substation 4Zone 3 (PSS-04)
315,765 40,000 127 Type 2
Substation 5Zone 5 (PSS-05)
446,028 40,000 90 Type 2
Substation 6Zone 6 (PSS-06)
392,472 40,000 102 Type 2
*45-89 VA/m2 Classified as Zoning Type 1
*90-133 VA/m2 Classified as Zoning Type 2
*134-180 VA/m2 Classified as Zoning Type 3
The QEZ-1 Development has been divided into Parcel A and Parcel B. Parcel A consist of four zones (Zone 1 to Zone 4) andParcel B consist of two zones (Zone 5 and Zone 6). Development of Zone 1 and Zone 2 partially belongs to Phase -1 whereas development of Zone 2 partial, Zone 3 and Zone 4 belongs to Phase 2.The construction of Super Primary 400/132/11kVSubstation and 6 numbers of Primary Substations shall be completed during the different phases as presented. The zoningcoverage’s are presented in Drawing. No EZ01-ES01-AEC-PD1-DRW-LV-201_01, within Appendix B Annexure E.
Table 11.6: Phase Wise Completion
Substation Zone Phase400/132/11kV Super Primary Substation 3 1
132/11kV Primary Sub Station (PSS-01) 1 1
132/11kV Primary Sub Station (PSS-02) 2 1
132/11kV Primary Sub Station (PSS-03) 4 2
132/11kV Primary Sub Station (PSS-04) 3 2
132/11kV Primary Sub Station (PSS-05) 5 3
132/11kV Primary Sub Station (PSS-06) 6 3
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11.10.3 System Fault Level
The rated design bus bars fault level has been derived from KAHRAMAA standard. Sizing of electrical equipment is based onthe short circuit fault level as per KAHRAMAA standard; these are presented in Table 11.7. The proposed system fault levelshave been elaborated in an ETAP Calculation Report presented in Appendix C Annexure D.
Table 11.7: Short Circuit Level @ different Levels
Facility/ OperatingVoltage
Max Voltage Short Circuit Level(KA)as perKAHRAMAA Standards
KAHRAMA Electricity Planning Guide Lines EP-DP-C1 shall be followed for any future connection (by tenants /Developers)tying to existing network. For each connection the developers/tenants has to take KAHRAMAA approval. After getting therequired NOC from the respective authority, developers/tenants have to tap the power from the existing network as per theapproved scheme/source from KAHRAMAA.
The owner will provide all the material required including but not limited to HV loop, Transformer, MV panels and all thecables required within the project. Substation and transformer room must be provided with air conditioning system.
11.10.5 Substation Capacity
Each substation has been designed as per the demand load at each respective substation type. The Firm capacity andInstalled capacity of each substation type are presented in Table 11.8.
Table 11.8: Substation Firm and Installed Capacity
132/11or 22kV (PSS) 3,600m² (60X60) for132/11 kV and 5,625m² (75mX75m) for 132/22 kV
11/0.415kV(DSS) 225m² (15mX15m)
11.10.7 400/132/11kV Super Primary Substation (SPSS)
The standard Super Primary Substation contains:
400kV Gas Insulated Switchgears (GIS). 4000A @40°C, 3ph, 50Hz, 63kA, 1 sec. double bus bar type Gas Insulated Bus (GIB). Required numbers of feeders with all accessories. Two oil filled power transformers designed to operate at 50°C.
Maximum permissible rise in oil temperature shall not be greater than 45K and winding hot spot temperature shall not beless than 68K with voltage range of 400kV ±12%/138kV/12kV corresponding to its rated power 300/400/500MVA,400kV/132kV,300/400/500MVA cooling ONAN/ONAF/ODAF, vector group YNyn0(d11) and %Z=18 at tap 16. 400kVFeeding arrangement of the SPSS includes 2 OHL bays 2 transformer bays, 2 spare OHL bays,2 spare transformer bayswith 2 bus coupler and 2 bus sections feeders.
132kV Feeding arrangement of the SPSS includes 2 Cable bays, 2 transformer bays with 2 bus coupler and 2 bus sectionsfeeders and 16 outgoing cable feeders’ bays. Capacity of each transformer has been designed to cater complete loadduring shut down of another transformer in N-1 criteria. Normally both transformer will be in service and share the loadequally with all Bus coupler and bus section breaker in open condition. When any of the transformers fails, all the load willbe fed from other transformer with closing of bus coupler and bus section breakers. Similarly the load can be fed fromdifferent bus bar section with selecting bus coupler /bus section breaker and concerned isolator.
The proposed plot size for Super Primary Substation (SPSS)is 150m x 226m. Please refer to drawing no-EZ01-ES01-AEC-PD1-DRW-HV-260_214D for details.
KAHRAMAA confirmed during the meeting held on 7th May 2013 that no spare power is available from the nearby existingRas Abu Fontas power station. Considering the demand load of 190.7 MVA (without an uplift factor) and 216 MVA (with anuplift factor) based upon Business as Usual rates and partial District Cooling for the development
It is envisaged that a Super Primary Substation of 315MVA and 6 Nos. of 132/11kV primary substations having 40 MVA firmavailable capacity (considering N-1 criteria) in each will be required for QEZ-1.
The design criterion for power networks ensures reliable and secure electricity supply considering the N-1 criteria. In all thePrimary Sub Stations, 2X40 MVA, 132kV/11kV, cooling ONAF, vector group Dyn1 and %Z=18 transformers shall operateeither one at a time or both running simultaneously at lower capacity to supply 40MVA (maximum).
132kV feeding arrangement of the PSS includes 2 cable feeders, 2 transformer bays, 2 bus coupler and 2 bus sectionfeeders and 8 outgoing cable feeder bays.
Normally both transformer will be in service and share the load equally with all bus coupler and bus section breaker in openposition. When any of the transformers fails, the entire load will be fed from other transformer with closing of bus coupler andbus section breakers. Similarly the load can be fed from different bus bar section with selecting bus coupler /bus sectionbreaker with concerned isolator. For details refer drawing No-EZ01-ES01-AEC-PD1-DRW-HV-260_02 to 05
Proposed plot size for Super Primary Substation is 150m x226m. Size required for PSS is 60m x 60m. Additionally, plot sizesfor three out of the six primary substations are proposed as 75mx75m to accommodate a provision for a possible future132/22 kV (80MVA) primary substation. To be noted that space provision has been made within the Super PrimarySubstation plot (PA-UT-13) to accommodate Primary Substation 04. The same will be confirmed with KAHRAMAA(Electrical).The proposed locations for all primary substations are included in Appendix B Annexure E.
The location of all (6) Primary substations are in accordance with KAHRAMAA (electrical) guidelines and ensure that thereare direct accesses from major roads/road network. These locations were selected closer to the load centre.
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For all the building dedicated distribution substations, individual plot owners will be required to ensure their dedicatedsubstation allows access to KAHRAMAA at all times and is in accordance with KAHRAMAA requirements. Typical standarddetails for indoor & outdoor distribution substation have been provided in Appendix B Annexure E.
The design and build of the Super Primary Substation, six (6) primary substations (132/11kV) shall be carried out by aKAHRAMAA Certified Contractor (Electrical); however plots are proposed to be located with following considerations:
Complying KAHRAMAA (Electrical) guidelines. Direct access from the main roads. Located on two roads where one is major and other minor. No obstruction in front of the substation. Within Load centre to have minimum distribution cables and less voltage drop.
11.10.9 Proposed Power Networks (132kV, 11KV and .415kV)
The power distribution network for the entire QEZ-1 development will comprise laying of11 kV feeders directly to distributionsubstations, located in each of the consumer areas or at the load centre. The layout of the proposed 132kV, 11 kV and LVDistribution Network is enclosed in Appendix B, Annexure E of this report.
The 132kV network considers cables from super primary substation to six primary substations connected in radialconfiguration. There will be one radial feeder to each primary substation and one common express feeder for a set of 3primary substations, for an optimized, redundancy and for backup power as necessary.
The electrical service corridors have been designed to align with KAHRAMAA standards. The proposed 132kV network willreduce the number of 132kV cables laid from the super primary to the primary substation and thereby save on capitalexpenditure accordingly.
The total power demand for any large scale development is directly proportional to the built-up GFA, and this has significantimplications on the projected power demand of the development. Power demand for QEZ1 also has been calculated as perthe GFA. The plots of QEZ1 are mainly consist of warehouses, logistics, showrooms, cold storage, assembly, service hubsand Mixed Use Residential (Commercial and Residential). Different unit rates have been used for different plot usages tocalculate the load demand for the project.
132kV Cable rating:Rated Voltage U0/U 76/132kVSystem Voltage 145kVImpulse withstand Voltage 650kVPower frequency withstand Voltage 190kVMaximum Earth fault current 31.5kA 0.5Sec
The 11kV distribution network is feeding from six numbers of 132/11kV primary substations. Each ring is feeding from 2numbers of 400A feeders to cater the load 5.8MVA within fixed normal open point. Load excess of 1 MW has beenconsidered for the design of MV network such that alternative supplies can be restored by manual switching within threeoperations when there is fault at any point in the loop.
Normal Open Point (NOP) has been indicated in the ring configuration drawing (Dwg no. EZ01-ES01-AEC-PD1-DRW-MV-261 and 262 attached in Appendix B Annexure E. The location of the Normal Open Points in the distribution network shall bebased on the following factors:
Distribution of load on each section. Distribution of load on the grid station. Continuity in performance.
It is understood that NOP is flexible and may vary as per operational philosophy. All the temporary locations of the NOP willbe defined by KAHRAMAA to suit their operational requirements. In case the NOP is not fixed the demand load per ring willbe the same as the demand load per feeder and will not exceed 5.8MVA.The NOP for each ring has been indicated in thering configuration attached Appendix B Annexure E.
The MV network has been designed for the system reinforcement by providing outgoing feeders as well as spare switchgearbreakers in distribution substation and also outgoing feeders in RMU for package unit substation. Substation of the futureplots can be accommodated in the ring by rearranging the MV cable network to maintained load up to 5.8MVA per loop.
11kV Cable rating:Rated Voltage U0/U 6.35/11kVSystem Voltage 12kVImpulse withstand Voltage 75kVPower frequency withstand Voltage 25kVMaximum Earth fault current 25kA 0.5Sec
11.10.10 ROW and Cable Routes
AECOM has utilized the designated service corridors as defined by MMUP 2012 and strategically located the Primary SubStations as to minimize cable congestion for the 11kV and 132kV feeders. The bullet points below confirm the sizing for eachcable type within the QEZ1 development as follows.
EHV, HV, MV and LV cables comply with MMUP ROW & Utility Reservation standards (refer to Appendix F). From the super primary substation, there will be one radial feeder to each primary substation and one common
express feeder for a set of 3 primary substations for back up. Each 132kV cable feeder accommodate O/C+EFprotection and cable differential protection connecting with FOC at both end of the relays.
For 11kV, KAHRAMAA approved cables will be used for Phase 1 development, connected in open interconnectedfeeders configuration for achieving 100% redundancy. 9 no’s of 11kV ring feeders have been considered for eachprimary substation of 40MVA.Each 11kV cable feeder accommodate O/C+EF protection and cable differentialprotection connecting with FOC at both end of the relays.
For LV, different sizes of service cables have been envisaged to include for plot connections and feeders pillars tostreet lighting and pumping stations.
Reference is made to Clause 4.2 of the Electricity Planning Regulations for Supply, Issue 2, 28th June 2012 (EP-DP-C1KAHRAMAA) which specify that individual plots with a planned demand load in excess of 247KVA (210 kW) for industrialarea and 494kVA (420kW) for planned (residential) areas are required to provide their own distribution substation(s). Allresidential plots are in excess of 420kW and will require a dedicated substation, asper KAHARMAA standard.
Hence an 11kV connection is envisaged for each plot; necessitating an 11 kV corridor along the access road. The 11/0.415kV substations are proposed to be located within the plots. The plot developer will be required to design, supply and installthe required substation within their plot area.
The detailed design and locating of the external 11/0.415 kV substations will consider access for maintenance, compliancewith relevant international codes/local regulations, and cost effectiveness.
It is proposed that indoor type 11/0.415kV substation will accommodate dry type 2X1600kVA transformer, 11kV VCBswitchgear and LV Panels/ LV Distribution Boards within the structure. Standard civil and structural details for substations arepresented in Appendix B Annexure E (drawings STD-SUB/ID-01). All the standard details relevant to the design arepresented in Appendix B Annexure E.
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11.10.12 Duct Road Crossings
The development will require various road crossings duct to allow the cables to cross the roads with suitable protection toensure no excessive loadings are placed onto the cables and also for ease of maintenance, minimizing potential of any trafficmanagement scenarios for maintenance purposes. Ducts for HV, MV, and LV cables have been indicated in the respectivecable layout drawings.
Standard details for road crossings in accordance with KAHRAMAA guidelines are further presented within Appendix BAnnexure E.
11.10.13 Feeder Pillars For Street Lighting
On the downstream/low voltage side of 11/0.415 kV infrastructure distribution substations, deployment of Feeder Pillars hasbeen considered for the power supply to street lighting poles and are designated as ‘SLFP’. In comer from LV DB to theSLFP is 200 A MCCB.
For the package substation (substation 14) a feeder pillar has been used as LVDB.A 1000A incomer link and 6 outgoing355A fuse unit feeders has been proposed as per the latest KAHRAMAA specifications (refer to drawing No EZ01-ES01-AEC-PD1-DRW-LV-260 -07).
11.10.14 Connection to Plots
Power connections to individual plots are proposed to be carried out in either of the following two ways:
Direct 11 kV connections to those plots having demand greater than 247 KVA. 415 Volts LV connections to plots having a power demand less than 247 KVA.
11.10.15 132/11kV Transformer
Each primary substation will incorporate two 132/11kV power transformers, specified with the following ratings as highlightedin Table 11.10.
Table 11.10: Ratings of Transformer
Winding Rating (MVA)Voltage Rating
(kV)Current
Rating (A)Insulation Level
(kV)%Z/Vector
U1,V1,W1 40 132 175 L1 170 AC 70kV 18%-Tap At middle
Cable Route Design ParameterThe 132kV network considers cables from super primary substation to six primary substations connected in radialconfiguration. To achieve enhanced redundancy, there will be one radial feeder to each primary substation and one commonexpress feeder for a set of 3 primary substations in one loop. Considering optimization of the 40MVA capacity of a 132/11kVPrimary substation. Trench dimension and cable clearance for 132kV cable is shown in lay out drawing No-EZ01-ES01-AEC-PD1-DRW-HV-215. EHV network lay out plan EZ01-ES01-AEC-PD1-DRW-HV-200 is attached in Appendix B Annexure E.
The underground circuit design has been based on meeting the following rating criteria:
120 MVA continuous (525 amps @ 132 kV) for the cable. Fault current rating of 31.5 kA for 0.5 second.
Manufacturer’s catalogues for cable construction and electrical parameters. Soil thermal resistivity test results along the 132 kV cable route.
In selecting the cable size for the specified cable route the following factors has been taken into account:
Current carrying capacity. Mutual heating between adjacent circuits when more than one circuit is installed along a common route and
simultaneously loaded. Earthing requirements. The reduction factor of permissible transmission capacity applied for the site conditions as result of the chosen
bedding and backfilling material of the power cables and including all crossing and parallel running power cables. The depth of laying of the cables. The axial separation of the cables. The ambient temperature. The soil/backfilling material thermal resistivity (including moisture content), using the ambient temperature as a
parameter.
Spacing between CablesA 1.6 meter wide corridor has been considered for single circuit 132kV underground cable. Utility services crossing the132kV cables must be laid underneath, with emphasis on protection measures. This includes water supply pipes, 11 kV andLV cable, telephone lines, storm water pipes, sewerage pipes etc. Utility services other than power cables should cross 300mm below the bottom of the 132 kV cable trench. Trench details are presented in Appendix B Annexure E.
Soil Thermal ResistivityA soil sampling survey shall be carried out by the Contractor along the proposed cable route including thermal resistivitytesting. The soil thermal resistivity testing shall be followed by thermal dry out testing of four native soil samples from the site.The results of the testing will provide input to the cable rating calculations.
AECOM has used a worst-case native soil thermal resistivity of 2.0 Km/W to determine the de rating factor (0.7) and cableselection to meet the rating requirements, the proposed cable route is attached in Appendix B Annexure E.
As shown above both the underground cable options can achieve the required rating provided that the ambient groundtemperature at 1200mm depth is no more than 400C.
For the purpose of Power security, power model, Short Circuit and Load flow Calculation, a 1C 2000mm2 Cu conductors withXLPE insulation and copper wire screen with corrugated stainless steel sheath has been selected. Cable sizing shall becoordinated and confirmed with KAHRAMAA specification – HV & EHV underground cable system design (Rev 1) Section3.3.1
Rating of 132KV cable used for this project is shown in Table 11.11a.
Table 11.11a: Rating of 132 kV Cable
Nominalvoltage
From -ToMax
PowerLoad
CurrentRated
CurrentSize of cable Max Length Fault Current
132KVSPSS-PSS(Expressfeeder)
120MVA 525A 1410A3(1Cx2000mm²)
XLPE5km 31.5kA/0.5Sec
The service facilities for telephone, water and gas etc shall not be permitted to be laid within the power network cablereservation. The minimum clearance shall be observed for respective lines at crossing points as per the following (KMregulation – High voltage Installation EN-M1).
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Table 11.11b: Clearance from Utilities
Service /Utility Minimum vertical clearance
Water &TSE Mains( to cross below EHV cable mains) 500mm
Drainage 500mm below the cable or 200mm above the cable protective tile
Gas pipes 600mm
Telephone lines 200mm above the cable protective tileLV/11kV cables 150mm above the cable protective tile
11.10.17 Proposed Infra Substation 11/0.415kV (Out Door Substation)
All the 11kV distribution substations are equipped with two ONAN type transformers 11/0.433kV, 1600kVA Dyn11 feeding toits respective free standing feeder pillar (FSFP). The FSFP is having one incoming link and 6 outgoing fuse units as per theSLD EZ01-ES01-AEC-PD1-DRW-LV-260_01 to 06. Attached in Appendix B Annexure E.
The basis of the LV network is as follows:
From distribution substation to plots. From distribution substation to street light feeder pillar.
Street lighting loads will be fed from street lighting feeder pillar. All the cable sizing shall comply with the voltage drop andshort circuit limitation attached in Appendix C Annexure D.
Typical standard details for outdoor distribution substation as per KAHARMAA have been provided in Appendix B AnnexureE.
The details of outdoor substations are mentioned below:
11.10.18 Distribution Transformer for Infra Substation
11/0.433kV three phase ONAN, ground mounted, outdoor distribution transformers as per the given specification shall beinstalled as per the drawing No EZ01-ES01-AEC-PD1-DRW-LV-260 series. Transformer is suitable for installation andoperation in Qatar and the environmental conditions described as per KAHRAMAA latest Specifications for oil typeTransformer. Rating of distribution transformer used for this project is mentioned in Table 11.12:
Infra substations –outdoor type 1600kVA and 1000kVA,11/0.433kV,ONAN,Dyn11Package unit Substation - outdoor type 500kVA,11/0.433kV,ONAN,Dyn11
Table 11.12a: Ratings of 1.6 and 1.0MVA Distribution Substation for infra substations
Winding Rating (MVA)Voltage Rating
(kV)Current Rating
(A)Insulation Level (kV) %Z/Vector
U1,V1,W1 1.6/1.0 11 84/52 LI 75 AC 28kV 6%-Tap At middle
n,u2,v2,w2 1.6/1.0 0.433 2225/1391 LI 3 AC 10kV Dyn11
Table 11.12b: Ratings of 0.5MVA Package Unit substations
Winding Rating (MVA)Voltage Rating
(kV)Current Rating
(A)Insulation Level (kV) %Z/Vector
U1,V1,W1 0.5 11 26 LI 75 AC 28kV 6%-Tap At middle
n,u2,v2,w2 0.5 0.433 695 LI 3 AC 10kV Dyn11
Design parameters including functional distribution and performance specifications for transformers shall comply with thefollowing standards and as per KAHRAMAA latest specifications as follows;.
Qatar Construction Specification 2010 (QCS 2010). IEC 60076 Power Transformers. IEC 60137 Bushings for Alternating Voltages above 1000V. IEC 60269 Low Voltage Fuses – Fuses with Enclosed Links. IEC 60051 Direct Acting Indicating Electrical Measuring Instruments and Their Accessories. IEC 60529 Degrees of Protection Provided by Enclosures (IP Code). IEC 60551 Measurement of Transformer and Reactor Sound Levels. IEC 60606 Application Guide for Power Transformers. IEC 60616 Terminal and Tapping Markings for Power Transformers. IEC 60671 Insulation Co-ordination. IEC 60354 Loading Guide for Oil immersed Power Transformers. DIN 42531 Medium Voltage Bushings. DIN 42530 Low Voltage Bushings. DIN 42561 Roller. DIN 42551 Draining and Sampling Valve. DIN 43675 Low Voltage Connector. DIN 42553 Filling valve. ISO 1000 The international system of unit (SI) and its application.
11.10.19 Medium Voltage Switchgear for Distribution Substation
A 3 Phase Air-Insulated Switchgear with Vacuum Breakers, single busbar with other allied equipments, complete with controland power wiring for the complete 11kV as per the DWG.No- EZ01-ES01-AEC-PD1-DRW-LV-260-1/7. As described in theSLD 11kV switchgears contains 4-feeders VCB +2 Transformer VCB and Bus coupler. The equipment offered shall becomplete in all respects necessary for their effective and trouble free operation when connected to the system. The Air-Insulated Switchgear with Vacuum Breakers shall be installed in air-conditioned buildings, as per latest KAHRAMAAspecification.
The switchgear shall comply with the following standards and KAHRAMAA specification IEC 622-71/100/200/102 High Voltage Switchgear and Control gear: Alternating Current Circuit Breakers IEC 60044-1 Instrument Transformers: Current Transformers IEC 6243-5 Specification for cable Box ESI 12-6 Live Voltage detection system BS EN 7671,50522 High Voltage Switchgear and Control gear
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The rating of MV switchgear (3phase indoor 50Hz) shall be as per the following:
Nominal Voltage 11kVMaximum Voltage 12kVRated Insulation Level 75kVRated short circuit peak withstand current 25kA 3 sec
Distribution package substation used for street lighting comprises transformer,11kV RMU and Free standing feeder pillarswith or without housing as per KAHRAMAA approval and as per specification No-ED-02-091.
11kV RMU shall be provided for package unit substation (500kVA) as per KAHARMAA specification No ED-02-091. RMUshall be non extensible and SF6 insulated type. It shall comprise 2-non automatic ring switch for isolation, earthing andtesting of feeders. Feeder Pillar shall be an enclosed open type board with link to control transformer and six outgoing feederways controlled by fuses.
11.10.20 Free Standing Feeder Pillars (FSFP)
3phase 4 wire, 50Hz ,415V ,46kA 3sec ,2500A ,FSFP shall be of Form-4B Type 2 , (in accordance with QCS 2010) as perSingle Line Diagrams presented in Drawing No EZ01-ES01-AEC-PD1-DRW-LV-260 -01 to 06(Appendix B Annexure E).Thepanels shall have at least 25% spare for future expansion.
FSFP shall be of the single bus bar system, suitable to connect 7x1C 800mm² XLPE/CWA/PVC copper cables. There is oneincomer with link facility and all the 6 outgoings are to be provided with 350A fuse units. All switchboards shall be rated tomeet the maximum fault levels and the Contractor shall furnished calculation during construction stage. The enclosureprotection shall be IP 54 degree to BS 5420.
The FSFP shall comply with the following standards, QCS 2010 and KAHRAMAA latest specification:
Fuse switch shall be capable of making, carrying and breaking current under normal circuit condition, which may specifyoperating overload conditions and also carrying for specified time current under specified short circuit condition.
Low voltage fuses. : IEC60269Low voltage switchgear and control gear assembly : BS5486Cables inside installation : IEC 189-2Conductors of insulated cables : IEC 228
Specification of cables : BS1442Cables for rated voltage 600/1000V : BS5467Installation : BS7671, 2008
11.10.21 11kV Cables
All1the 1kV cables shall be three-core, armoured, XLPE-Insulated and shall have a service life of not less than 30 years inthe working condition at 50ºC and installation environment prevailing in Qatar. It shall also fully comply with the safety, healthand environmental requirements enforced by the laws established in KAHRAMAA. In designing the cable system for thespecified cable route the following factors has been taken into account:
Current carrying capacity. Mutual heating between adjacent circuits when more than one circuit is installed along a common route and
simultaneously loaded. Earthing requirement.
The MV cable shall comply with the following standards.
QCS 2010 and KAHRAMAA latest specification EP-MS-P4-S3-030.
IEC 60028 International standard of resistance for copper
IEC 60038 Standard Voltages
IEC 60060 High voltage test techniques
IEC 60068 Environmental Testing
IEC 60071 Insulation coordination
IEC 60183 Guide to the selection of high-voltage cables
IEC 60228 Conductors of insulated cables
IEC 60229 Tests on cable over sheaths, which have a special protective function and are applied byextrusion
IEC 60287 Calculation of the continuous current rating of cables (100 % load factor)
IEC 60330 Methods of test for PVC insulation and sheath of electric cables
IEC 60331 Tests for electric cables under fire conditions
IEC 60332 Tests on electric and optical fiber cables under fire conditions
IEC 60529 Classification of degrees of protection provided by enclosures
IEC 60754 Halogen content test
IEC 60811 Common test methods for insulating and sheathing materials of electric and cables
IEC 60885 Electrical test methods for electric cables
IEC 61000 Electromagnetic Compatibility (EMC)
IEC 61034 Measurement of smoke density of cables burning under defined conditions
IEC 62095 Electric Cables – Calculation of current rating – Cable current rating calculations usingthe finite element method
Ratings of 11KV cable used for this project are presented in Table 11.13.
Table 11.13: Ratings of 11kV Cable
Nominalvoltage
From - ToMax
PowerLoad
Current
RatedCurrent of
cableSize of cable
MaxLength
Fault Current
11kVPSS –
DSS(Ring)5.8MVA 304A 524A 3Cx240mm² XLPE, Cu 3.0Km 25kA/0.5Sec
11kVDSS 11kVSWGR –
Transformer1.6MVA 84A 350A 3Cx120mm²) XLPE, Cu 50m 25kA/0.5Sec
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11.10.22 LV Cables
The LV XLPE-Insulated, single or multi core Underground Cables shall be designed such as to have a service life of not lessthan 30 years in the working condition at 50ºC as per the environment prevailing in Qatar. It shall also fully comply with thesafety, health and environmental requirements enforced by the laws established in KAHRAMAA. All the LV cables shall havetrouble free operation when connected to the system. Cables will be installed in concrete cable trenches inside the substationand directly buried in the ground (outside the substation) as specified in KAHRAMAA standards.
The LV Cables will be in accordance with QCS 2010 and KAHRAMAA latest specification EP-MS-P4-S3-040 and the below;
IEC 60093 Methods of test for volume resistivity and surface resistivity of solid electricalinsulating materials
IEC 60121 Recommendation for commercial annealed aluminium electrical conductor wire
IEC 60227 PVC insulated cables of rated voltages less than or equal to 450/750 V
IEC 60502 Extruded solid dielectric insulated power cables for rated voltages from 1 kV -30 kV
IEC 60949 Calculation of thermally permissible short circuit currents, taking into account non-adiabatic heating effects
BS 5467 600/1000 V and 1900/3300 V armoured electrical cables having thermosettinginsulation
BS 7665 Insulating and sheathing materials for cables
Calculation results of the continuous current rating and voltage drop calculation of the proposed cables attached in AppendixC Annexure D.
The following factors have been considered during base design to sizing the cables.
Ambient temperature. Depth of laying the cables. the axial separation of the cables.
Rating of LV cable used for Feeder Pillars is mentioned in Table 11.14.
Table 11.14: Ratings of LV Cable
Nominalvoltage
From -ToMax
PowerLoad Current
Rated Current ofcable
Size of cable Max Length Fault Current
0.6/1.0kVTransformer –
FSFP1.6MVA 2225A 692AX7=4844A
7(1CX800mm²)XLPE , Cu
100m 46kA/3Sec
0.6/1.0kVTransformer –LV Switchgear
1.0MVA 1391A 670AX7=4690A7(1CX630mm²)
XLPE , Cu100m 46kA/3Sec
11.10.23 11kV and LV Networks
The total demand load of 5.8 MVA @ MV feeder level is estimated as per the load demand calculation for each loop.Considering the KAHRAMAA permitted feeder load of 5.8MVA for 11kV, two 11kV feeder circuits are required to cater thisload and connected in ring configuration.
The proposed 11 kV and LV distribution network is inclusive of the following:
Directly buried 11kV feeder cables from the respective tie-in locations to 11/0.415 kV Distribution substations.Feeders are proposed to be in a ring configuration and operated in an open loop system. Typical road crossing ductfor HV and MV cables is shown in KAHRAMAA standard drawing STD/DCT-01, 02, 03 and, 04.Medium voltagenetwork lay out plan EZ01-ES01-AEC-PD1-DRW-MV-200 is attached in Appendix B Annexure E.
Directly buried 415 V radial feeder cables from the Free Standing Feeder Pillars(FSFP) located in the 11/0.415 kVDistribution substation for feeding the plots, public amenities and utilities as required through feeder pillars. .Typical trench dimensions and cable clearance for distribution for MV and LV cables is shown in KAHRAMAAstandard drawing STD/TCH/01.Low voltage network layout plan EZ01-ES01-AEC-PD1-DRW-LV-200 is attached inAppendix B Annexure E.
11.10.24 MV Capacitor Bank
11kV outdoor capacitor banks shall include metallic enclosure with IP 54 Protection Degree, as specified. However, forcedcooling of the container enclosure is not acceptable for heat dissipation. The series reactors of outdoor capacitor banks shallbe of air core type separately floor mounted within a GRP enclosure. The outdoor capacitor banks and series reactors shallbe installed in separate walled and fenced compounds; the compound gate shall be interlocked with the capacitor bankfeeder earth switch. The 3-phase capacitor bank shall be composed of the following element as per latest KAHRAMAAspecification.
One capacitor bank consisting of several stages (as per KAHRAMAA specification) Capacitor units (Capacitor elements in series and/or parallel connection) Capacitor elements (internal) fuses Capacitor elements (internal) discharge resistors Series detuning reactors Vacuum Contractors Stage HRC fuses Stage Surge arrester Stage unbalance Current Transformers Post insulators Bus bars Protection equipment Control and Supervision equipment Interlocking Tinned Copper busbar /cables MV and LV cable termination compartments Terminal connectors Remote control cubicle, and Other hardware and accessories required for complete functionally installation and as per KAHRAMAA latest
specification and standard.
11.10.25 Package Unit Substation (PS)
The preliminary design and location of the outdoor 11/0.415 kV substations will consider access for maintenance, compliancewith relevant international codes/local regulations, and cost effectiveness.
It is proposed that external 11/0.415 kV substation for street lighting will house the required 1X500kVA transformer, RMU andfeeder pillars within the structure. The arrangement is further illustrated in the Single Line Diagram – Drawing Number EZ01-ES01-AEC-PD1-DRW-LV-260_07.
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11.10.26 District Cooling Plant
As agreed with MANATEQ/ASTAD (Refer to Appendix L for Minutes of Meeting dated 9th July 2014), the district coolingstrategy adopted factor in the following considerations:
Expanding the plots covered by District Cooling to include all Mixed Use and Showroom plots in Parcel A.(All plots serviced by District Cooling are presented within Appendix B Annexure I).
An allowance for uplift within the District Cooling scheme. Allowing for uplift has resulted in the system being upscaled to service an additional 2,650 TR.
Table 11.15: Summary of District Cooling Demand Loads
PHASEBase Case Uplift Case
Cooling Load (TR) Power Load (kVA) Cooling Load (TR) Power Load (kVA)
1 7,499 7,499 8,975 (+1,476) 8,975
2 6,743 6,743 7,914 (+1,171) 7,914
Total (P1 + P2) 14,242 14,242 16,889 16,889
Table 11.16: District Cooling Configuration
Phase Unit Capacity Quantity Total TR Capacity Base Case Uplift
1 5,000 2 10,000 7,499 8,975
25,0002,000
11
7,000 6,743 7,914
DC Chillier Units 4 17,000 14,242 16,889
A District Cooling Plant of 17,000 TR cooling capacity has been considered for QEZ1 to cater to the selected land uses. Thelocations and power source to this plant are all indicated in the MV layout drawing included in Appendix B Annexure E andAppendix B Annexure I. The overall power demand for this DC plant has been considered as 17MVA, noting the powerdemand for the District Cooling plant (Base Case) is 14.2MVA. The cooling plant is located in Phase 1 and is adjacent toPSS-02 as highlighted in Drawing Reference EZ01-ES01-AEC-PD1-DRW-HV-214. There will be a direct connection from thePSS-02 to the District Cooling Plant and hence the locations of the two facility buildings have been strategically located tominimize the cable routing.
11.11 Temporary Power Supply
11.11.1 Temporary Power Supply
The proposed design involves construction and commissioning of the super primary and the respective primary substationsin the six zones before the completion of construction at the development plots. If however there is any delay in theconstruction of the super primary and/or the primary substation, it is proposed that eitherof the following two options are to beconsidered to provide temporary power supply to the development plots where constructed prior to the completion of thesuper primary or associated primary sub stations are not completed.
Temporary power supply shall be supplied to Phase 1 and Phase 2 before the construction of super primarysubstation by bringing in 132kV supply from the existing KAHRAMAA network in the vicinity (subject toavailable spare capacity and in consultation with KAHRAMAA) to the primary substations of Phase 1 andPhase 2 as per the projected load forecast listed in Table 11.17.
Option 2: In case KAHRAMAA does not agree to feed temporary power supply as per option 1, each plotowners’ demand shall be from temporary generator set with the capacity as per their load requirement tillrestoration of original power supply.
Table 11.17: Load Forecast for the different year
Year Load Forecast (Cumulative)
2017 16 MVA
2018 32 MVA
2019 48 MVA
2020 64 MVA
2021 80 MVA
The first option will be the most preferred which will be carried out in consultation with KAHRAMAA.
11.11.2 Temporary Power Supply to Water Pumping Station
A pumping station (combined for Potable and Fire Fighting) is located adjacent to the super primary substation. This will beconstructed as part of the Phase 1 works although the plot is located in Phase 2. The pumping station will have an in-housesubstation which requires an 11 kV supply. The following two options have been considered to provide interim power supplyto this pumping station if the supply from the primary substations is not available;
11kV supply from the Super Primary Substation. Power supply will be provided through the internal distributionsubstation utilised within the Super Primary substation i.e. spare load from the distribution substation whichprovides power to controls etc within the Super Primary Substation.
From the nearby existing power source as per the available capacity, which will be confirmed withKAHRAMAA.
Potential for using generator power if the above options are not feasible / operational in time.
11.11.3 Power Supply to the Temporary Sewage Treatment Plant.
A temporary treatment facility will be constructed as part of Phase 1 to treat the envisaged QEZ-1 foul water discharge. Thiswill act as an interim solution until the IDRIS line is constructed and operational.
The power supply required to service the facility is subject to final approval from KAHRAMAA and ASHGHAL. The optionsare:
A temporary package substation is proposed to be located in the vicinity of the treatment facility within ParcelB. Subject to KAHRAMAA approval; the packaged substation will be fed from the existing 11kV supply networkrunning adjacent to the Ras Abu Fontas Road. The available capacity will be finalized in consultation withKAHRAMAA.
Securing power from 2 diesel generators (1 duty and 1 standby configuration).
11.11.4 Temporary Power Supply to serve Street Lighting along the 64m ROW
Reference to Drawing No EZ01-ES01-AEC-PD1-DRW-LV-260_07, A package substation in Parcel B has been provided tofeed the street lighting load on 64m ROW. This package substation will temporary be fed from the existing 11 kV network andwill be finalized in consultation with KAHRAMAA. This load will be diverted/shifted to permanent infra substation upon thecompletion of Phase 3. The location of the packaged substation is presented in Appendix B Annexure E.
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11.12 Earthing and Lightning Protection system
Earthing and Lightning Protection System equipment for infra and package unit 11/0.415kV Substations and any combinationthereof are to be provided. Earthing sizing calculation shall be submitted by the manufacturer for ENGINEER approval andsubsequently comply KAHRAMAA requirement as per Drawing No EZ01-ES01-AEC-PD1-DRW-MV-270-04.The resistanceof any point in the earth continuity system to the main earth electrode shall not exceed 1 ohm, unless approved otherwise byQGEWC. Install additional earth electrode if these figures are not met.
Each transformer shall be provided with three numbers of earth pit, two for body earthing and one for neutral earthing. Earthresistance of each earthing shall not be more than 3 Ohms. The earth pit shall consist of 3.6m long copper rod in 1.2msections coupled by strong bronze coupler connected with copper mesh of suitable size to achieve the required earthresistance. The Manufacturer shall provide approved software earthing calculation for engineer’s approval. All connectionshall be exothermic welded in order to produce permanent corrosion resistance and low resistance.Main earth loops 25x3mm tinned cu tape unless otherwise indicated.Earth continuity conductor size shall be half of that ofthe associated phase conductor. Insulation shall be same material as insulation in associated sub circuit.
The entire earth pit shall be located near damp areas. An inspection pit of at least 300mm x 300mm x 300mm shall beprovided where the connection of earth electrodes shall be made. All exposed metal frame of the equipment and structureshall be bonded together as per requirement of MS63:2007.Main and supplementary bonding shall be applied. The cableroute of the earthing and bonding cable shall be designed to ensure that no closed loop should be formed by the earthconductor, connecting various equipments.
All section of cable trays shall be interconnected by means of single core 16mm² bare copper cables laid along the wholelength of the cable trays and strapped at regular interval to the cable trays by means of cable lugs, brash bolt and nuts.
The ground system shall be composed of a Grid system of tinned copper conductors of 25mmx3mm buried approximately 60cm. beneath the surface of the ground, excluding crushed rock surfacing. The grid system shall cover the entire fencedsubstation area and shall extend one meter outside of the substation fence. Each row and column is separated by a mesh of10mX10m in X and Y direction.
Driven ground rods shall be installed at regular intervals and connected to the earthing/grounding conductor at grid nodes.Four of the ground rods, at least, must be installed (one at each corner of the ground grid).
Transformer, Switchgear Panels, Marshalling Cubicles, Transformer Control Panels, DC system shall be connected to theearthing/grounding System (Grid) via two 240 mm2 Y-G cable with 25mmX3mm copper earth bar installed at each room,irrespective of whether the cubicles are mounted on an earthed steel structure or not. All the exposed earthing conductorshall be of Y-G copper PVC insulated cable
Each SS building roof shall have a lightning protection system, composed of roof lightning catching rods, down conductors ofadequate sizes and sufficient spacing, which shall be connected to the main earthing system.
All connections and joints shall be installed mechanically and electrically effective (clamped, screwed, riveted or welded) inorder to suit the local climatic conditions.
For every building, at least one ring of ground conductors shall be installed and interconnected, reinforced by an adequatenumber of potential equalization bars. Air termination shall be of copper of not less than 8mm in diameter. The earthtermination shall be of copper of not less than 8 mm in diameter. The copper-clad steel ground rods shall be at least 2000mmlong and not less than 19 mm in diameter. Potential equalization mesh shall be of 25mmX3mm Tinned Copper at dimension10m/10m in X-Y direction.
Standards adopted are:
Latest KAHRAMAA Standards & Regulations. Standard for the Installation of Lightning Protection Systems BS EN 62305. Code of Practice for Earthing BS 7430.
Earthing IEC ANSI/IEE-080-2000 and 81. Lightning Protection IEC61002-4. Safety in AC Substation Grounding IEEE 80. Electrical Installation for Outdoor sites under heavy conditions IEC 60621-2. Installation of Lightning Protection System BS EN 62305. Earthing System for Special Power Installation DIN VDE 0141.
11.13 Erection and Arrangement Planning
Work on electrical equipment, machinery or installations carried out by the respective Contractor should be:
Thoroughly planned, prepared and executed. Performed personal that can present competence and experience in this type of work. Performed with suitable equipment, work methodology and standard. Carried out in accordance with HSE laws and regulations, and HSE policy of QEZ1. Carried out with suitable plant, equipment, materials, and personnel.
11.13.1 Planning
It is essential that the Contractor ensures that all equipment, machinery or installations are prepared for the work to becarried out. This includes the isolation and release of all sources of energy (electrical, mechanical, hydraulic, etc), and mayalso involve additional work such as decontamination or the construction of a safe working platform, and access roads.Isolation of energy sources should be secure, meaning that energy cannot be inadvertently re-introduced into the equipment,machinery or installation. The Contractor shall be required to thoroughly plan their works so they can be performed safelyand so that the completed installation or equipment is safe. The respective Contractor shall be required to perform the worksto all applicable HSE laws and regulations, and in accordance with the HSE guidance for QEZ1.
The Contractor shall be required to ensure that any of their temporary access roads are prepared to be suitable for the typesof trucks and equipment required for erection and installation of the electrical equipment in order for the safe carrying out ofthe works.
Particular care should be taken when repairing equipment that is safety related such as equipment in a potentially explosiveatmosphere or which guards against contact with moving machinery. Contractor should make sure that the installation willnot prevent the correct operation of the equipment or adversely affect its safety in any way. The QEZ-1 road network issuitable for the types of equipment KAHRAMAA will use for their long term operations and maintenance works (e.g. turningradius, access/accessibility to QEZ-1 and the substation sites, load bearing of the roads).
11.13.2 Competence
The respective Contractor shall ensure that any personnel working on electrical equipment, machinery or installations mustbe competent to do so. The level of competence required to do a task is dependent upon the complexity of that task and theamount of knowledge required. Additional requirements for the Contractor include but are not limited to:
Providing competent supervision of the works by competent personnel Providing training to an appropriate level. Demonstrate experience of achieving a suitable standard in similar work. Undertaking regular re-assessment. Ensuring all works are carried out safely
11.13.3 Equipment
All the installed equipment shall be suitable for the task it will perform and shall be as per respective design drawings,standards, and specifications. It also shall be suitable continuously to operate under QATAR prevailing climate condition.
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A wide range of electrical equipment and work is covered by recognized standards that offer guidance on good engineeringpractice. For example, BS 7671:2001 Requirements for electrical installations, IEE Wiring Regulations, this offers guidanceon the requirements for the construction and testing of electrical installations.
11.14 Street Lighting
Road lighting is intended to illuminate a driving route to reveal signs and hazards outside the head light beam of the vehicle.Road lighting will improve a driver’s visual capabilities and ability to detect roadway hazards, and can reduce contrastbetween headlight glare and the surrounding environment, preventing loss of visual clarity from contrast adaptation. Roadaccidents at night are disproportionately high in numbers and severity compared to day. The major factor contributing to thisproblem is darkness because of its influence on the driver's behavior and ability. The street lighting design is based on thetypical road cross-section and road lay-out drawings and complies with CIE Regulations.
Road Lighting being one of the most efficient road safety measure during night time, when visibility measures are mostneeded. The following design criteria are adopted for finalizing the street lighting lay-out drawings:
Road lay-out geometry. Road classification. Environmental consideration. Architectural and aesthetic considerations. Efficient use of light source and energy. Reduced maintenance costs. Traffic Speed on Roads. Traffic Volume. Night accident rate and general night visibility. Type of surrounding/ land-use area.
All Street Lighting Plans are presented in Appendix B Annexure E, whereas all calculation details are presented in AppendixC Annexure E.
11.14.1 Design Criteria
Efficient street lighting reduces the accident risk during darkness to motorists, by improving visibility, glare and comfort.
The scope of the lighting design for the project includes the illumination of the residential road, internal roads for mixed useand main road. The street lighting layout, load calculations and the lighting study is made based on the AASGHAL standard(LR & DP Design Manual Management Manual-Volume 2). The maintenance factor considered is 0.7. Road surface as perthe requirement is R3.
The standard street lighting codes are as follows:
Qatar Construction Standard (QCS 2010) Qatar Highway Design Manual, Civil engineering Department, Ministry of Public Works. Section 10 (QHDM) Lighting of Work Places – Outdoor work places (BS 12464-2:2007) Degrees of Protection provided by enclosures (IEC 60529) Code of practice for the design of road lighting (BS 5489-1: 2003) High pressure Sodium Vapor Lamps (BS EN 60662: 1993) Protection Against Lightning (BS EN 62305: 2006) The Outdoor environment LG6: 1992 (CIBSE Lighting Guide) Lighting Applications – Emergency Lighting: 1999 (BS EN 1838)
11.14.2 Design Philosophy
The required street lighting feeder pillars has been provided to power and control the proposed street lighting network. Thecontrol of the street lighting network is through the photocell and timer with contactors which are the integral part of the streetlighting feeder pillar.
The lantern in the lighting column will be manually controlled by the MCB which is incorporated in the cut out. The design isin accordance with KAHRAMAA regulation to limit the voltage drop within the permissible limit (2.5% from Infra substation tostreet lighting feeder pillar).
Low voltage cables will be directly buried and will be utilized to energize the street lighting. The street lighting poles arepositioned to avoid the crossing at the entrances of the plots. Wherever possible (as per the ROW) the street lighting polesare positioned in the median/ outer periphery of the road to avoid the interference with access to the development plots.
The street lighting feeder pillar will be located adjacent to the power supply source to reduce the voltage drop, size of thecable and cost. The incoming cable to the street lighting feeder pillar is as shown on the SLD No-EZ01-ES01-AEC-PD1-DRW-SL-260 series..
11.14.3 Control, Operating Philosophy and Performance
The control of the street lighting network will be through the photocell and timer forming an integral part of the street lightingfeeder pillar. Control circuit shall be provided to the control coil of the contactor. The circuit shall be protected by means of a4A HRC control fuse within a weatherproof enclosure. The control circuit shall be such that in the event of a failure of thephotocell control unit a timer switch will override the operation. In addition a manual override switch shall be provided tooperate the road lighting at times outside the periods during which the lights are normally operational. The voltage dropshould be within the permissible limit (2.5%).
As per QCS 2010 Section 6 part 12, the photo electric control unit (PECU) shall be guaranteed for a period not less than sixyears, failures within that period of time to be replaced free of charge. The operation level should be preset to ON 80/100Lux. The ratio of ON to Off should approximately 1:2. There shall be no means of manual adjustment to the PECU’scalibration and it shall not be orientated to operate as required.
The PECU and associated relay device shall have pre matched responses and housed in the same envelope. The photocellshall be located with the road lighting feeder pillar such that it can be easily removed. It shall be housed within a smallcompartment with an acrylic fascia plate set into the surface of the feeder pillar for the satisfactory operation of the photocell.The time switch shall be a 24 hour dial time switch motor driven single phase 30 Amp. 220-240 V 50 Hz. with a clockaccuracy of + or -5 min/years. It shall have a 48 hour synchronous spring reverse to maintain clock operation and outputswitching during power failure or disconnection.
11.14.4 System Requirement
The street lighting system shall comply with QCS, QHDM and ASHGHAL standards and regulation. The electrical load,voltage drop will be considered and accordingly the related systems like, feeder pillar, metering, MCB and cables will be usedas per KAHRAMAA requirement. The steel wire armoring of the cables is considered to be used as an earth conductor andwill be bonded at supply and end circuit earthing point. The complete system will be earthed and the requirement ofKAHRAMAA will be incorporated.
All the lighting FP containing the electronic components for state of art switching and dimming options and shall comply withlocal and International standards and shall be suitable continuously to operate under QATAR prevailing climate condition.
As outlined in QCS 2010 Section 6 Part 12, the contractor shall provide the shop drawings and supporting calculationsrequired by the specification, as well as the provision of all required supporting technical documents and samples inconnection with the approval of the proposed equipment. The equipment supplied shall include all necessary items tocomplete the installation as per the local specification and standards.
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The contractors will be responsible for laying and terminating cable runs, installation of poles and all the related works. Uponcompletion, the Contractor, in the presence of the Engineer or his duly authorized representative, shall carry out all thenecessary tests in accordance with relevant local standards.
After satisfactory completion and commissioning of the lighting installation the contractor shall be responsible for themaintenance of the whole system for a period of 400 days. Upon completing all the necessary procedures and obtainingNOC’s from relevant authorities the Contractor shall handover the assets (related to street lighting) to the respectiveauthority.
11.14.5 Switching and Dimming
As per the QHDM (section 10.6.6) street lighting should be in full operation from sunset to sunrise. However provision to beimplemented for switching and dimming of lighting system in the areas where night-time activity lessens contributes toreducing the area’s carbon footprint as part of sustainable transport infrastructure for QATAR. Consideration of switching anddimming system must be evaluated in terms of safe vehicular, pedestrian and bicyclist movement as first priority. Anyproposed switching and dimming would be limited so that no lighting, dimmed or otherwise, will fall below the illuminationlevel especially in the conflict areas.
11.14.6 Type of Luminaries
The proposed luminaries are with LED type lamps for 24m corridor road and HPS for all other roads in strict compliance withASHGHAL requirements. For details please refer to street lighting calculation in Appendix C Annexure E.
11.14.7 Light Poles
Typically poles are likely to be made of hot dip galvanized structural steel with extruded aluminium which enablesaccessories to be mounted along its length at any height and position. The poles should be typically able to withstand a windspeed of 160 Kph gusts factor of 1.3. The corrosion resistance is a critical factor to be considered due to the proximity tocoastal environments. It is recommend any exposed part to be painted for additional corrosion protection.
11.15 Distribution Management System (DMS)
The 132 kV and 11 kV switchgears at all the primary substations and the distribution substations shall have provisions forremote monitoring and control from the KAHRAMAA DMS system as per the latest KAHRAMAA specifications. Monitoring isto be provided from the KAHRAMAA Command Control Centre SCADA head end system, as required. All the 11/0.4 kVdistribution substations are proposed to be interconnected with the 132/11 kV primary substations and also to the 400/132 kVsuper primary substation via FO cables in ring topology where IP system / switches can be used to communicate with theremote control centre in the Main SCADA Control Room. The DMS concept presumes remote operation of the distributionnetwork from the DMS local control centre and possible supervision from KAHRAMAA.
The below table highlights the signal types which originate from the plant devices and are to be transmitted to the ControlCentres. This type of signal is considered as an input on the RTU.
1 SS Single digital signal (or Single Signal)2 DS Double digital signal (or Double Signal)3 ATM Analogue Tele-Measurement4 DTM Digital Tele-Measurement
The above signals again subgroups of the following items:
Alarm and event Control Metering Records
SCADA ON/OFF/Trip status /alarms of transformers, MV SWGRs, /LV DB, ACB’s/MDB,SMDB ,MCC and all out goingMCCB of 160A and above including digital multimeter must be transmitted to the control centre.
11.15.1 DMS Equipment
The below bullet points highlight the main DMS equipment/accessories:
Fibre Optic Terminal Box (FOTB) – wall mounted at DSS and PS side and floor mounted at SPSS. Remote Terminal Unit (RTU) – These includes switches, modem, converters, etc. provided with IEC 870-5-101
and / or IEC 870-5-104, protocol for data exchange with DMS system via two communication links. Laying and connection of Fibre Optic/Patch chord/Ethernet Cable between the IP switches & FOTB in the
substation, between the FOTB switches and at the DMS control centre UPS with battery backup. The layout of equipment in the substations shall make provision for the future installation of a wall mounted
RTU and a wall mounted Telecom equipment panel and shall be as per the KAHRAMAA standard regulationsand requirements.
11.15.2 Monitoring and Control Philosophy
The Primary substations may be equipped with either SCMS equipment or with RTU equipment. The RTU/SCMS (asapplicable) shall be provided with IEC 870-5-101 and / or IEC 870-5-104, protocol for data exchange with DMS system viatwo communication links. Depending of the location of the primary substations within the network, one of the two followingmedia can be implemented for DMS communication. Either an FO cable or FOTB with optical modem shall be provided forDMS communications. Latest signals are to be included as per the KAHRAMAA requirements for the monitoring and remotecontrol philosophy of the DMS as per the following philosophy subject to KAHRAMAA approval.
Figure 11.15: DMS Control Philosophy
11.15.3 Fibre Optic Cables (FOC)
The FOC cable shall be suitable for in-door (patchcord) and outdoor use, either directly buried in the ground or laid inducts/cable trays. The tensile strength shall be not less than 3000 N. The cables may be exposed to the direct rays of thesun at the termination gantries, etc. The cable outer sheath shall be capable of withstanding such exposure continuouslywithout any detrimental effect.
All cable feeders shall be configured with FO cable as per KAHRAMAA requirements.. We proposed FOC instead of PilotWire due to the following considerations.
FOC cable is cheaper and provides high speed communication. Cable corridor will be minimised. FOC can be used for dual purpose such as protection and DMS /smart grid communication simultaneously.
The FOC cable shall have 24 optical fibers of the single mode type. The fiber cores shall be laid loose in buffer tubes. Awater blocking compound shall be provided inside the buffer tubes as well as in the interstices between these buffer tubes.The construction of the cable shall be such as not to allow water/moisture penetration either longitudinally or axially.
FO Modem
RTU
4 W Modem 4 W ModemOptic box
Optic box
TCR DMSFO Modem
FO MUX
FO MUX
FOnetwork
RS 232
telecom cubiclein SS
RS 232
Disco FOcable
InterconnectiontoPrimary/GRID
4w E&M
DMS control centerInterconat DMS
Substation
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The fiber cores shall be made of ultra pure fused silica glass suitable for operation at 1310 and 1550 nm wave lengths. Thedesign shall be generally as per the latest versions of recommendations and specifications made by InternationalCommittees/Organizations such as ITU-T and IEC and others which might be referred to. For conventional single mode fibreoptic cable the FOC cable shall provide low dispersion values for the entire possible wavelength range above the cut-offwavelength of the cabled fiber, which should not be more than 1270 nm.
The required FOC cable shall generally be laid either separately, or in the same trench, parallel to the power cable and shallbe terminated in suitable enclosures. Fibre Optic cable and its terminal box shall be as per latest KAHARA specification –Technical Specification for FO Cables & Distribution Panels section 3.3.8.
11.15.4 Smart Grid
At present there is no Smart Grid for the distribution network at QEZ-1. It is proposed to use smart meters to retrieve dataautomatically in the control centre. Digital smart meters have been proposed to communicate with future smart grid systemas well as to receive measurement through wireless medium.
Smart electric meter shall be configured with virtual code measurement of 4 quadrants active and reactive energymeasurement, support load control for demand side management, relay malfunction detection and alarm, use a mobile dataconnection to relay detailed two way consumption information between the meter and server of utility company. The designof the smart meter shall be in accordance with the latest KAHRAMAA specifications.
11.16 Metro Station Power Supply
11.16.1 Power Supply to the remote Metro Station Plot in Parcel B
As per the load demand calculation the total load for the mixed use plots at PB-MU-01-01, PB-MU-01-02 and PB-MU-01-03 (Metro Station) is 15.04 MVA. To feed such plots the following conceptual options have been proposed:
Option 1: To meet the power requirements of the Metro Station Plots, the proposed new primary substationPSS-06 in Parcel B shall be constructed and energized through interim 132kV cables routed through thenetwork proposed to feed the new 400/132/11kV substation at Parcel-A. Please refer to drawing No. EZ01-ES01-AEC-PD1-HV-212 network drawing of Proposed HV/MV Network for the Metro Station Plot, (Concept-3).
Should the Super Primary station not be energized when power is required by the Metro Plot, then Options 2 or3 listed below shall be implemented subject to approval;
Option 2: The Metro Station Plots will be fed through 3 MV feeders (11 kV) from the existing substation,66/11kV S/S # P014 at Barwa Village, subject to available spare capacity of the existing substation/network(please refer to drawing No. EZ01-ES01-AEC-PD1-HV-210 network drawing of Proposed HV/MV Network ForMetro Station Plot, Concept-1).
Option 3: To meet the power requirements of Metro Station Plots, the proposed new primary substation PSS-06 in Parcel B shall be constructed and energized through interim 132kV cables run from the existing networkcurrently feeding to the existing 132/66/11kV substation at Barwa Village, subject to available spare capacity ofthe existing network (please refer to drawing No. EZ01-ES01-AEC-PD1-DRW-HV-211 network drawing ofProposed HV/MV Network For Metro Station Plot, Concept-2).
The above options are subject to review and approval of KAHRAMAA, and will be discussed and finalized withKAHRAMAA as per their requirements and the envisaged occupation timeframe for the development.
11.16.2 Safety and Loss Prevention and Risk assessment
To ensure the electrical safety during construction, KAHRAMAA Regulation for Clearance and Works in the vicinity of ExtraHigh Voltage Installations must be followed to minimize the following risks;
Human cost to individuals and injury and destruction that can be caused by Electricity.
Ensure safe and continuous supply of electricity.
Ensure safe working practice while working in the proximity of KAHRAMAA EHV/HV/LV installations.
Additionally, the Contractor will be required to carry out the following (but not limited to the following):
Checks to ensure that only qualified electrical technicians are employed or permitted to work on installations.
Adoption and compliance with local codes of practice.
Identification of key equipment with an associated critical/strategic spares policy.
Adoption of manufacturers’ maintenance guidelines as a minimum.
A written or computerized planned maintenance programme.
Tightness testing or infra red scanning annually on major electrical distribution systems/components.
Documented hazardous zone classification areas and review procedures to ensure all electrical equipment isappropriate.
Checks to ensure all equipment operates in suitable conditions for its type.
Systems to ensure prompt repair of damaged electrical equipment.
Risk is part of any business and it needs to be addressed for better understanding and to promote preparedness for sucheventualities. As part of the risk management process, risk analysis for each project will be performed, as applicable. Thedetailed and comprehensive risk analysis is a significant task and also time consuming.
The exact quantification of the risk on a prescribed/predefined scale requires expertise and time. Hence, probable risks withthe probable weighted margin for each risk should be identified as High, Moderate or Low and subsequently mitigatedaccordingly depending on the severity of the risk.
This approach would be adopted to ensure a comprehensive risk analysis methodology is undertaken in the detailed designstage.
11.17 Progressing Designs to the Detail Design
The following points will need to be addressed further during the Detail Design stage:
Type of Super Primary Substation, Voltage level and short circuit level of Super Primary Substation. 400 kV incoming circuits are in OHL/UG cables. Sizing of 132 kV cables. Communication media for DMS system configuration. Smart Grid communication and its integration. Detail Load Flow and Short Circuit Study.
11.18 Summary
This electrical Preliminary Design section has provided all necessary details of the Preliminary Designs for the Phase 1 areaand has also included additional information for the remainder of the QEZ1 development. The Master Plan has beenddeveloped in association with the requirements for the power design and all necessary Super, Primary and Distribution SubStations have been provided for within the QEZ1 development along with suitable spacing for the required power servicecorridors in accordance with MMUP 2012 requirements.
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The Preliminary Design section has provided information for the following;
Power demand estimates per Phase, (Connected and Demand Load); Number of and plots for Super, Primary and Distribution Substations per Phase; Interim Power Supply; Intake point for the EHV (400kV); ROW corridor allocation; 132 kV Network; 11 kV Network; LV Network; Smart Grid System; DMS Integration.
At this stage it is imperative to ascertain KAHRAMAA agreement to the provision for the following items;
The type of SPSS, voltage level, loads flow and short circuit level of the Super Primary Substation, and PrimarySubstations.
To finalize major equipment type and location, its ratings including capacities, sizes and purpose under proposedTransmission and Distribution Networks.
Conformation of Project Load Demand, proposed power rates and diversity factors. Conformation of the 400kV underground cable system for connection to KAHRAMAA grid Network including exact
location and method of connection to it. Confirmation of the Transmission and Distribution Networks configuration for 400kV, 132kV, 11kV and 0.415kV
system and substations /load method of connection to it. Confirmation on Operation and Control philosophy of Transmission and Distribution Networks including type of DMS
and media for the system communication. The extent of SMART Grid Integration and communication required (conduit will provided as part of Preliminary
design only). Cables routes and substation location, plots size and access to it. Arrangement of temporary supply. Application of Outdoor /Package and indoor substation.
At the completion of the Phase 1 Preliminary Design works no significant constraints are envisaged for the commencementand progression of the Detailed Power Design subject to KAHRAMAA clarification on the issues highlighted above in anexpedient timeframe.
11.19 Recommendations
The proposed design involves construction and commissioning of super primary (400/132/11kV) and respective primarysubstations (132/11kV) in different zones (phase wise).
If there is delay in the construction of super primary and /or the primary substation, or the construction schedule not matchingwith the phasing requirement for the project, it is proposed the following options to provide temporary power supply to theplots during construction period.
Option1: Temporary power supply shall be supplied to phase 1 and phase 2 before construction of super primarysubstation by bringing in either 132 kV or 11kV supply from the existing KAHRAMAA network in the vicinity subjectto available of spare capacity in consultation with KAHRAMAA to the primary substations of phase 1 and phase 2 asper the projected load forecast. Temporary feeding arrangement shall be followed with temporary cable corridorapproved by KAHRAMAA.Option 2: Standby generators shall be installed by plot owner as per their load requirement till the permanentsupply is ready.
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12.0 TELECOMMUNICATION NETWORK
12.1 Introduction
This chapter describes the details regarding Public and Private Infrastructure network design which includes ducts,manholes, plot connections, corridor reservation and critical rooms for Phase-1 of Qatar Economic Zone.
ICT Qatar is the Supreme Council of Information & Communication Technology, is Qatar’s independent telecommunicationsregulator and the Government’s technology advocate and facilitator.
Qatar National Broadband Network (QNBN) is the approval authority and has been officially endorsed as the fiber opticbroadband infrastructure provider for Qatar, and subject to agreement with MANATEQ, to provide the passive infrastructure(conduits, access chambers etc) for QEZ-1. The passive infrastructure can then be used by the service providers includingQNBN (National Broadband), Ooredoo, and Vodafone without requiring separate networks, and reducing infrastructure costswithout any adverse impacts on serviceability.
A Memorandum of Understanding (MoU) is required with ICT Qatar for QNBN to provide the passive infrastructure networks.The MoU shall be between MANATEQ and ICT Qatar, in order that QNBN shall manage the telecommunicationinfrastructure services.
AbbreviationsQNBN Qatar National Broadband Network
MoU Memorandum of Understanding
ITS Intelligent Transportation System
QAF Qatar Armed Forces
SSD Security System Department
SCADA Supervisory Control And Data Acquisition
PoP Point of Presence
CCC Central Command Centre
UPS Uninterruptable Power Supply
MDF Main Distribution Frame
BDB Building Distribution Box
MAN Metropolitan Area Network
CCTV Closed Circuit Television
FA Server Fire Alarm Server
FAP Plot Fire Alarm Panel Plot
D.V.R Digital Video Recording
PTZ Pan Tilt Zoom
F.O. Link Fibre Optic Link
RoM Rough order of Magnitude
VoIP Voice over IP
PLC Programmable Logic Controllers
RoM Rough order of Magnitude
12.2 Glossary
ICT Qatar
ICT Qatar is the Supreme Council of Information & Communication Technology is Qatar’s independent telecommunicationsregulator and the Government’s technology advocate and facilitator.
QNBN
Qatar National Broadband Network (QNBN) is the approval authority and has been officially endorsed as the fiber opticbroadband infrastructure provider for Qatar.
12.3 Design Codes & Standards
The following standards have been considered as primary reference in the Public Networks (Authorities and ServiceProviders) design and distribution planning:
Qatar telecommunications Guidelines.
SSD Standard of Specifications & Installations of Cable Ducts & Manholes.
Q-NBN-Standards – SOHO and Residential Services Internal Cabling Guideline.
As part of the detailed design stage, OOREDOO (formerly Qtel), Vodafone, QNBN (Qatar National Broad Band) and otherlocal telecommunication providers as applicable shall be consulted in order to finalize the design of the telecom distributionnetwork.
12.4 General Description of the Telecommunications Systems
The Telecommunications systems for QEZ-1 will make provision for the following networks:
12.4.1 Public Networks (Authorities and Service Providers)
From the POP room, 9 way duct network shall originate which will be further sub-divided into 6 way and 4 way duct network.The duct infrastructure network strategy is as mentioned below.
Telecommunications Networks for service providers (Including GSM Towers) which are located within thetelecommunications corridor in the ROW:
- QNBN
- Ooredoo (formerly Q-TEL)
- Vodafone
- Others as required
Intelligent Transport Systems (ITS) – The ITS network is located within the Street Lighting corridor in the ROW,which provisions for the various elements as required by ASHGHAL.
Qatar Armed Forces (QAF) network - QAF shall be have its own dedicated corridor within the ROW with corridorsprovisioned for 500mm (as per MMUP Typical Utility Cross Section -2012).
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Security System Department (SSD) of Ministry of Interior (MoI), formally known as DSSS - SSD has its owndedicated corridor of 300~450 mm (as per MMUP Typical Utility Cross Section -2012).
Provision can be made within the ELV network (private network) for any additional networks such as SMART Gridfor Qatar water & electricity authorities, etc.
12.4.2 Private Communication Networks or ELV Infrastructure Networks
ELV Networks which are MANATEQ owned includes:
Security and CCTV Systems.
Public address and Emergency Warning system.
Fire Detection and Alarm System.
SCADA Control System.
SATV/CATV.
Site wide Building Management Systems.
Provision for Wi-Fi.
To accommodate future network expansion and possibly new services, spare ducts are provided in each of the networks,typically 50% additional ducts which will provide for future proofing of the development.
The ELV network will mainly consist of fixed duct network along the strategic routes; as to link CCTV cameras, security gatebarriers and the fire detection system back to Central Command Control room. The defined fiber optic cabling route shall actas the medium of transmission from the distribution system to the Central Command Control room.
Though the contracted scope document for design services of QEZ refers to have Wi-Fi stations, MANATEQ shall cater theWi-Fi services to its end users. Provision for the same has been made for the proposed infrastructure duct network. HoweverAECOM proposes wireless services through telecom service provider network as an alternative solution via telecom serviceprovider’s mobile (GSM / 3G / 4G-LTE) network.
12.4.3 Central Command Centre
The Main Distribution Frame (MDF) for the MANATEQ owned ICT network, Electronic Security System and Fire ControlCenter are to be located in the Central Command Center (CCC). The fiber optic and copper backbone cabling will beterminated in dedicated cabinets with patch panels and active components. IDF cabinets will be provided throughout QEZ asto serve for IT/ Telecommunication, Public Address, Fire Alarm System Integration and security systems.
The security system assigned shall accommodate CCTV camera locations positioned throughout the development. The datatransmitted shall feed through the assigned ELV ducts to the CCC. Adjacent to the Central Command Center Room is theUninterruptible Power Supply (UPS) room together with the UPS batteries.
The Main-Fire Alarm Panel and Master Station will be installed in the Central Command Center Building and shall monitor theentire Fire Alarm Panel in QEZ. Annunciation to the fire brigade will be done from the fire alarm master panel in the commandcentre.
SCADA cabling for Lifting Stations and Primary Substations of Phase-1 have been taken into consideration while designing theELV duct network. This information is reflected in ELV infrastructure duct details layout which in turn is connected to theCentral Command Centre through the ELV duct network.
The proposed Central Command Centre of QEZ Phase-1 shall consist of the following systems, as minimum:
Free standing racks / cabinets for various Security, ELV, Low Current, SCADA, Fire Alarm and Public Addresssystems.
Servers & Recorders for Video Surveillance System.
Servers and Data Base for Access control systems.
SCADA Control System and Servers.
Video Surveillance Screens and Controls
Public Address Voice Alarm system controllers, servers, paging microphone.
Fire Alarm System Control panels, network identification chart and Interfaces.
Paging system for emergency voice communication / annunciation.
Printers for alarm log.
The proposed Central Command Centre of QEZ Phase-1 shall be designed and equipped with robust infrastructure tomeet the standards set by the industry and shall have following infrastructure as minimum:
Raised floor with perforated anti static tiles with pedestals for under floor cooling.
Hot and cold aisle arrangement.
Main and stand-by cooling.
Main and redundant power sources.
UPS power supply with Emergency generator.
Main and redundant fibre optic links.
Tamper proof / secured racks / cabinets for various servers / storage systems.
CCTV coverage and electronic access control to the Centre Command Centre.
Intelligent infrastructure management for racks / cabling for environmental monitoring includes powerconsumption, room temperature and alarms (optional).
Leak detection system underneath raised floors.
Operator Control Desk and Console.
12.4.4 Telecommunications Access Infrastructure
The implementation of a fiber optic access infrastructure is recommended as the main transmission medium used todeliver voice, data and video services to plots within QEZ-1. The access network is an important commercial asset whichhas the ability to improve the allure of a development, such as QEZ-1, through increased technology options, whilst alsogenerating revenue for the network owner. Network owners can be in the form of telecommunications providers, the sitedeveloper or the municipal authority; subject to the appropriate licensing being in place.
The provision of infrastructure by incumbent telecommunications providers in Qatar will limit capital expenditure on behalfof the client team, but offers no opportunity to generate revenue for the developer or the municipality going forward. Analternative approach to the above would be for QEZ to consider investing in a degree of ownership of the access network,based on any of the two options as mentioned below:
Minimal investment, minimal return – retain ownership of the ducted infrastructure and seek to lease cableplacement rights to the incumbent telecommunications vendors; or
Maximum investment, maximum return – develop open access infrastructure, where telecommunication vendorsare charged a wholesale fee to utilize a cabled infrastructure, wholly owned by QEZ-1 to deliver their services toend users.
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The successful implementation of the preferred option will be reliant upon engaging with several telecoms and / or serviceproviders in order to develop a competitive environment ensuring market driven pricing and the technological developmentof both the communications infrastructure and the services delivered via the network.
The Telecommunications Outside Plant (OSP) to be deployed in QEZ-1 will encompass a system of interconnected 100mmdiameter ducts and chambers. Primary routes will comprise 12/9 way duct banks whilst secondary routes will comprise acombination of six & four way duct banks with pull ropes/ cords.
Lateral feeds and those entering individual plots or termination chambers located on plot boundaries will consist of a smallernumber of ducts i.e. 2 or 4 nos. based on the plot type to be finalized in accordance with the discussion with service providers.
An appropriately specified system of buried telecommunications ducts will be expected to have a lifecycle of at least 30-50years and should minimize disruptive excavations in the future whilst improving the overall aesthetics of the development.
The following sections outline the principles and methodology that shall be adopted during the installation of site widetelecommunications duct infrastructure and outside plant.
12.6 Redundancy Requirements
Redundancy is one of the main requirements in telecommunication design for this development; redundancy has been appliedduring the underground duct infrastructure design.
Two underground duct networks have been provided in each main loop road (one at each road side) to provide the routeredundancy in case of any route failure.
12.7 Diversity Requirements
In telecommunication, the diversity refers to the method of reception providing protection from route or entrance failure.
Diversity is an essential requirement for industrial segment, warehouse, assembly and logistics, show rooms, critical plantrooms such as POP rooms, CCC, Utility substations, etc. Service disconnection is not acceptable in such developments;therefore each of these facilities will be provided with two connections to the control and command centre and POP room forELV and Telecom services respectively through two different routes. Diversity is considered for both route and plot entrancefacilities during underground network design.
12.8 Public Network Duct Reservation
12.8.1 Duct Infrastructure
Underground ducts shall be installed so that a slope exists at all points of the run allowing draining and preventing theaccumulation of water. A drain slope shall be provided towards the chamber from the centre of the conduit run or from thebuilding of not less than 10mm per meter.
Wherever feasible, common trenches and right of way will be sought in order to distribute Public and Private network cablingacross QEZ-1 alongside other utility infrastructure.
Within dedicated trenching / corridor the space occupied by telecoms varies from 0.75m to 2.5 meters, as per MMUPguidelines. The section length of the duct shall not exceed 300 to 350 metres between Junction Boxes and if the bendingradius exceeded 90 degrees, manhole/junction box shall be provided.
Underground works includes the supply and installation of an underground duct network including but not limited to thefollowing:
Duct laying, installation, testing and commissioning for the main and lateral network.
Cable chambers supply and installation.
Coordination with other infrastructure utilities for road crossing and plot interface.
Supply and install duct concrete protection for the main and lateral duct network.
Underground duct networks to be installed and interfaced properly to each plot and with other infrastructureutilities.
Ducts to be appropriately cleaned until a mandrel or slug can be pulled through, proving duct satisfactory for use.
All duct joints should be sealed and the infrastructure has to be pressure tested in line with the manufacturer’srequirements.
Ducts should be appropriately sealed and / or capped at all chambers and building entry points.
Typically the base of proposed telecommunications trenching should be covered with 25mm of well compacted fine fill materialbut this should be increased to at least 65mm in rocky ground, ducts should also be surrounded by well compacted fine fillmaterial to a minimum depth of 50mm above the duct.
Ducts should be installed in such a way there is a minimum depth from the finished ground level to the crown of the duct overthe entire length of the duct run:
660mm when under a footway.
660mm to 1000mm when under a carriage way with concrete encasing as per local telecom service providerregulations.
The arrangement of ducts in a run should be compatible with the cable jointing chamber racking. Typically 2 or 4 ducts wideare preferred and marker tape should be laid directly above each section of duct at a depth of approximately 250mm. Theminimum provision for lateral duct routes providing connection to individual buildings plots and aboveground pedestals shouldbe as follows:
2x 101.6 mm (D54) ducts.
12.8.2 9-Way Ducts Network
Nine way ducts with a diameter of 100 mm, type D54 and circular cross-section shall be provided in parts of the primary maincable route for Telecom infrastructure duct network. All ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC).Each duct shall be at minimum 6 meters length and fitted with connector at both ends to join the ducts. The 9 way ducts arerecommended for the main loop on either side of roads wherever demand is high.
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The main ducts are connected to the regional network and there by feeding the various branch duct routes. The main ductnetwork shall provide the following features:
Redundancy.
Diversity.
Flexibility (duct networks are interconnected with each other to provide looping facility).
Figure 12.1: Standard 9 Way Duct Reservation for Public Networks
12.8.3 6-Way Ducts Network
Six ways of uPVC ducts with circular cross-section and internal diameter of 100 mm (D54) has been proposed for Telecomservices. Ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC). Each duct shall be at minimum 6 meters lengthand fitted with connector at both ends to join the ducts. These 6 way ducts are further connected with regional network to makeflexible and diversity network.
Figure 12.2: Standard 6 Way Duct Reservation for Public Networks
12.8.4 4-way Ducts Network
Four ways of uPVC ducts with circular cross-section and internal diameter of 100 mm (D54) is proposed on a few routes withless demand. Each plot shall be served by two plot connections for main and redundant connections. All ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC); each duct shall be at minimum 6 meters length and fitted with connector atboth ends to join the ducts.
Figure 12.3: Standard 4 Way Duct Reservation for Public Networks
Eight way ducts with a diameter of 100 mm type D54 and circular cross-section shall be provided in parts of the primary maincable route for ELV infrastructure duct network. All ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC). Eachduct shall be at minimum 6 meters length and fitted with connector at both ends to join the ducts. The 8 way ducts arerecommended for the main loop on either side of roads wherever demand is high. The main ducts are connected to theregional network and there by feeding the various branch duct routes. The main duct network shall provide the followingfeatures:
Redundancy.
Diversity.
Flexibility (duct networks are interconnected with each other to provide looping facility).
Figure 12.4: Standard 8 Way Duct Reservation for ELV and SCADA Services
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12.9.2 6-Way Ducts Network
Six ways of uPVC ducts with circular cross-section and internal diameter of 100 mm (D54) has been proposed for ELVservices. Ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC). Each duct shall be at minimum 6 meters lengthand fitted with connector at both ends to join the ducts. These 6 way ducts are further connected with regional network to makeflexible and diversity network.
Figure 12.5: Standard 6 Way Duct Reservation for ELV and SCADA Services
12.9.3 4-way Ducts Network
Four ways of uPVC ducts with circular cross-section and internal diameter of 100 mm (D54) is proposed on a few routes withless demand. Each plot shall be served by two plot connections for main and redundant connections. All ducts shall be semi-rigid Unplasticated Poly Vinyl Chloride (uPVC); each duct shall be at minimum 6 meters length and fitted with connector atboth ends to join the ducts.
Figure 12.6: Standard 4 Way Duct Reservation for ELV and SCADA Reservations
12.9.4 Duct Infrastructure
Underground ducts shall be installed so that a slope exists at all points of the run allowing draining and preventing theaccumulation of water. A drain slope shall be provided towards the chamber from the centre of the conduit run or from thebuilding of not less than 10mm per meter. Wherever feasible, common trenches and right of way will be sought in order todistribute Public and Private network cabling across QEZ-1 alongside other utility infrastructure. Within dedicated trenching /corridor the space occupied by telecoms varies from 0.75m to 2.5 meters, as per MMUP guidelines. The section length of theduct shall not exceed 300 to 350 metres between Junction Boxes and if the bending radius exceeded 90 degrees,manhole/junction box shall be provided.
Underground works includes the supply and installation of an underground duct network including but not limited to thefollowing:
- Duct laying, installation, testing and commissioning for the main and lateral network.
- Cable chambers supply and installation.
- Coordination with other infrastructure utilities for road crossing and plot interface.
- Supply and install duct concrete protection for the main and lateral duct network.
- Underground duct networks to be installed and interfaced properly to each plot and with other infrastructure utilities.
- Ducts to be appropriately cleaned until a mandrel or slug can be pulled through, proving duct satisfactory for use.
- All duct joints should be sealed and the infrastructure has to be pressure tested in line with the manufacturer’srequirements.
- Ducts should be appropriately sealed and / or capped at all chambers and building entry points.
Typically the base of proposed telecommunications trenching should be covered with 25mm of well compacted fine fill materialbut this should be increased to at least 65mm in rocky ground, ducts should also be surrounded by well compacted fine fillmaterial to a minimum depth of 50mm above the duct.
Ducts should be installed in such a way there is a minimum depth from the finished ground level to the crown of the duct overthe entire length of the duct run:
660mm when under a footway.
660mm to 1000mm when under a carriage way with concrete encasing as per local telecom service providerregulations.
The arrangement of ducts in a run should be compatible with the cable jointing chamber racking. Typically 2 or 4 ducts wideare preferred and marker tape should be laid directly above each section of duct at a depth of approximately 250mm. Theminimum provision for lateral duct routes providing connection to individual buildings plots and aboveground pedestals shouldbe as follows:
2x 101.6 mm (D54) ducts.
12.9.5 Duct Joint
Ducts shall be joined together in order to meet the required length; joints shall be in accordance to themanufacturer’s recommendation.
The internal duct surface shall be smooth and does not have any sharp edges which could cause damage duringcable installation.
Duct joints shall be sufficient to prevent the ingress of different objects
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12.10 Service Separation
To avoid any unacceptable risk and interference between the telecommunication cables and other underground services, it ishighly required to provide separation between the telecommunication and ELV cables from the other services. In accordancewith MMUP ROW sections, conduits shall be positioned within their allocated reservation within the road corridor.
Table 12.1: Service Separation
Low Voltage (220V - 415V) High Voltage (11Kv) Gas Pipelines
Crossing 300 mm 600 mm 450 mm
Parallel 300 mm 600 mm 450 mm
12.10.1 Chambers & Manholes
The installation contractor shall not use chambers to implement direction changes in the underground duct infrastructure andlocal telecom standards for underground duct works shall be adhered to when implementing bends in conduit runs.
Only duct work should be used to re-route cables and bends in-conduit runs will need to be achieved with curvature of no lessthan 20x the outside diameter of proposed cabling as a minimum bend radius. A terminal chamber will be provided (size to beagreed during the detail design phase) adjacent to every plot entry point providing further capacity for the future and additionalunderground storage for cable slack.
Where feasible telecommunications chambers will be provided with removable lids and there will be no requirement to installchambers with manhole style entries.
The manholes shall be provided at the following location:
At termination/ plot connections; and
Junctions and branching of ducts.
Where above ground external pedestals are deployed there may be a requirement for additional chambers in order to provideunderground space for cable slack, cable joints, power supplies etc. As per the previous point, and dependent upon the ICTrequirements specified for the telecommunications equipment housed in the chambers, there may also be a .requirement for asmall underground chamber to be built alongside pedestals in order to house passive splitting or fibre distribution hubs.
Telecommunications chambers will need to be accessed regularly (probably more so, than assets owned by other utilityorganizations). Chambers should always be planned for safe work areas and where feasible sited within or next to the footwaynot the carriageway. Where it’s essential that chambers be placed in the carriageway they should be positioned as close to thekerb as possible. Space should also be incorporated in the planning proposal for cable pulling trucks and trailers which willneed to be positioned alongside the chambers at various times during the infrastructures lifecycle. Where feasible chambersand manholes will be kept to a minimum with the distance between these access points maximized on straight duct runs inorder to reduce installation costs and the cost of maintaining the network.
12.10.2 Joint Box JRC14
JRC 14 shall used for plot connection where 6 way or 8/9 way ducts are used for the main connection. JRC14 is also usedfor 4 way connection to distribute service connections to plots.
12.10.3 Backfilling and Reinstatement
All trenches shall be backfilled, compacted and reinstated in accordance with the requirements of the LocalTelecommunications Standards and Specifications.
12.10.4 Protection of Excavations
All materials excavated shall be placed so as to prevent nuisance or damage. Where this is not possible, the material shallbe removed from site and returned for backfilling on COMPLETION of cable laying at Contractor’s expense. In cases wherethe excavated material is not to be used for backfilling trenches it must be removed from site on the same day as it isexcavated. Surplus materials shall only be disposed of at government approved sites.
12.10.5 Duct Pulling Rope
A nylon pull string shall be provided and tied off in each duct. The nylon rope shall be of minimum 8 mm diameter.
12.10.6 Duct Caps
All empty ducts shall be closed by using duct cap or sealed with proper material in order to prevent the ingress of outsideobjects (Water, Sands, Rodents etc).
12.10.7 Marker Tape
Duct marker tape shall be used to avoid any risk of damage during maintenance or underground works.
The marker tape shall be of high quality material to assure long life performance, readability and physical integrity.
The marker tape shall be laid at 300 mm from the top of telecom ducts
Tape marker shall be colored with one of the high visibility colors such as yellow and having the wording“Telecommunication Cables, Fibre Optic Cables which should be agreed with Engineers.
12.10.8 Duct Cleaning and Testing
Ducts shall be cleaned with an approved material in accordance with the manufacturer’s recommendations andinstructions
Ducts shall be tested with a cylindrical mandrel; the diameter of the mandrel shall be less by 10mm than the insideduct’s diameter.
The mandrel shall have the facility to tie a pulling rope on both ends to allow pulling the mandrel through theducts.
12.10.9 Service Corridor
In accordance with MMUP 2012 ROW sections, conduits will be positioned within their allocated reservation within the roadcorridor wherever possible. As per the SSD standard for cable duct that will be installed in the middle island of the road, shallhave every manhole with maximum of 250 meter distance apart, and with duct crossings after every 1 meter. Also for narrowisland manhole shall be provided every 250 meter for ducts crossing at every 500 meter distance.
12.10.10 Calculations
Appendix C presents calculations in relation to the Rough order of Magnitude (RoM) internet bandwidths required by theassumed tenants in Phase-1 of QEZ-1. These figures are based on the estimated Net Table Area available within each plotand are provided to enable telecommunications operators to consider the likely impact of the development on their existing andproposed network infrastructures.
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With limited final tenant information available in respect of land uses across QEZ-1 it has been necessary to make severalassumptions for the development’s fixed network telecommunications and information technology system requirements. Theseare as follows:
The implementation of the FTTx network solution has been utilized as the primary delivery medium for QEZ-1WAN connection from Telecom Service Provider for the development.
Provision of voice services via a Voice over IP (VoIP) solution are assumed to be included as part of a TelecomService Provider’s ‘bandwidth package’.
Bandwidth estimates were calculated utilizing ‘Building Industry Consultancy Services International’ (BICSI)recommendations for the minimum number of voice and data outlets to be deployed for specific environments, inthis case the environment was deemed to be ‘light industrial’.
Light Industrial – 1 Voice outlet/ 1 Data outlet per estimated employee as per industry best practice, since most ofthe plot nature is light industrial type, hence the spares might be used for network LAN connections as required.
A nominal figure of 1.5 Mbits required internet bandwidth has been assigned to every 10 data outlets. It should benoted this divisor is an industry rule of thumb and clearly incorporates a contention ratio 10:1. More detailedestimates will need to be produced in conjunction with the telecommunications operators when there isinformation available relating to the use of individual buildings.
The table includes a minor uplift in overall bandwidth requirements in order to cover the likely impact of providingvoice over IP across the site. This uplift was calculated by assuming the requirement for voice bandwidth will be64Kbps per outlet in line with the ITU VoIP codec G.711 generating 83 Kbps duplex channel traffic per second foreach call with 20 milliseconds of packet generation. It is estimated for 10% spare bandwidth for call control traffic.
The figures also include a contention estimate; in this case it is assumed only 33% of voice outlets on each plotwill ever be in use at the same given time.
Refer to the attached Appendix C Annexure F, for the Telecom Demand Analysis based on the nature of plots and expectedoccupancy in Phase-1 of QEZ-1.
12.11 Public Address and Voice Annunciation (PA and VA) System
The Qatar Economic Zone plots shall have a combined public address and voice annunciation system to provide generalannouncements and fire alarm voice announcement/ paging facilities. Since the system is used as voice annunciation it needs tofollow the local civil defense regulations and NFPA regulations. The Public address management system shall be housed in themain Fire Command Control room of the Qatar Economic Zone. The public address system shall be interfaced with fire alarmsystem for voice messaging for the buildings in QEZ1 in case of fire emergencies.
Each building in the Qatar Economic Zone shall be divided with independent PA VA systems as per the operational requirementand shall broadcast speech audio to a specific building or multiple building as may be required. At this design stage we areplanning only for the site wide ELV network infrastructure of manholes and ducting connecting each building / plots to the mainfire command centre and PA/VA are propose to use the same ELV ducting infrastructure.
12.12 Fire Alarm Detection (FA) System
The Fire Alarm distribution network has been considered in the ELV / Low Current duct infrastructure design. The manholesassigned for ELV / Low Current system shall be shared with Fire Alarm and Detection System and shall be fed to each plot.
Figure12.7: Fire Detection and Fire Alarm System Schematic
12.13 SCADA Control System
Duct network shall be provided to cater the distribution requirement of the fibre optic network of the system. The main routeshall be provisioned for 2 No’s. of 100 mm D54 ducts / pipes. These ducts shall be utilized for the current requirements as wellas they shall be provisioned for future use. The SCADA ducts shall originate from the Central Command Centre through the 8way duct network provisioned for ELV services. And shall be further sub-divided into 6 way and 4 way. The termination pointshall be at the SCADA Terminal Unit i.e. Lift Stations as well as the Primary / Secondary Substations.
Figure 12.8: SCADA Distribution Schematic
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12.14 Security and CCTV SystemsExclusive ducts / pipes shall be provisioned from the Central Command Centre for security and CCTV surveillance systems inthe ELV duct network. They shall be strategically spread across the Phase-1 road service layout to provide connectivity for IPbased CCTV system, gate barriers and other security services. Each CCTV camera and gate barrier location shall beprovisioned with a tie-in connection point as per the ELV infrastructure duct network.
12.15 Interface between Building and Site Wide Infrastructure Works
Typically, a single telecommunications connection point will be provided for each plot within QEZ-1. Where there is a largeplot, consideration will be made for additional connection points to allow the future developer options for any furthersubdivision, e.g. in the Super Plot area.
12.16 Administration and Identification
The contractor shall document the entire installation, including as-built drawings in electronic copy AutoCAD / 3DCivil and hard copy formats, binders describing distribution of components, and supply all manuals necessary formaintenance. All critical components shall be identified at both ends to ease identification.
The vendor shall provide ongoing support. This support includes the correction of any faults.
The vendor shall provide design and engineering documents and drawings. Factory acceptance test andinspection procedures, site acceptance test procedures, operation and maintenance manuals.
Figure 12.9: Security System Distribution Schematic
12.17 Authorities Information and CommunicationsQNBN is the authority responsible for the infrastructure network distribution / allocation of telecommunication duct network.QNBN Spearheads the co-ordination with service providers and the end users on the products, Co-location facilities in QNBNCentral Offices and optic fibre links to connect the different equipments at the Central Offices of the service providers.
The proposed duct system for QNBN consists of 9/6/4-way ducts as required on both sides of the road with JRC14 manholesspaced approximately every 250m or equally between junctions.
The specialist contractor to approach the authorities and service providers in order to approve the following:
Locations of GSM Masts, and potential for mast sharing between providers. Utility Facilities, Plots and Plot Allocation in line with the telecommunication requirements. Location of tapping points between the proposed QEZ network and existing telecommunication network.
Whilst Parcel B may not be developed by MANATEQ for some time, the authorities and service providers will be informed ofthe demand load information for their future planning purposes in the event there is an opportunity to include these loads intotheir future external infrastructure networks.
12.18 Progressing Designs to the Detailed Design StageThe contractor shall perform all the works included in this scope of work according to the International Standards, QNBN andLocal Telecom Service Providers Standards strictly complying with the contract drawings and specifications. The contractorshall perform all the works with the minimum disturbance possible to other activities running in the site. All undergroundtelecom works shall be installed and implemented under local telecom service provider representative’s supervision.
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13.0 DISTRICT COOLING SYSTEM
13.1 District Cooling Philosophy
District Cooling is quickly becoming the cooling technology of choice, as it offers a safe and efficient cooling practice asopposed to conventional stand-alone air cooled chillers. The system provides a flexible approach to comfort, as a singlecooling plant possesses the capability of meeting cooling needs for multiple building typologies.
A district cooling system commonly involves three major components, the Cooling Plant, distribution system and EnergyTransfer station (ETS).
The system operates by circulating chilled water, with temperatures ranging from 1oC to 7oC, from the district cooling plant tothe end user via underground insulated pipes. Chilled water within the district cooling network feeds the secondary watercircuit located within the end user’s building. The secondary circuit circulates the cold water throughout the building andintegrates it with the building ventilation system. Fans forcefully direct air through the cold water tubes to facilitate spaceclimate control. As the entire system is looped return pipes extract heat from the building and direct water, with temperaturesgreater than 16 oC, to the cooling tower through the primary circuit. The water is cooled once more and recycled into thesystem.
The following sections elaborate on the District Cooling strategy within the context of the development.
All design sequences and parameters will need to be verified by the nominated District Cooling provider to ensure properoperation of the system.
13.2 District Cooling Design Strategy
13.2.1 Amendments to the District Cooling Design Strategy
As agreed with MANATEQ / ASTAD on 9th July 2014, the District Cooling strategy initially presented during the DetailedMaster Plan Phase 1 stage has been revised to ensure all commercial, mixed-use, hospitality and showrooms are all servedby the same cooling methodology.
The agreed amendments to the District Cooling strategy include:
Expanding the plots covered by District Cooling to now include all Mixed Use and Showroom plots in Parcel A, (Allplots serviced by District Cooling are presented within Appendix B Annexure I); and
An allowance for uplift within the District Cooling scheme. Allowing for uplift has resulted in the system beingupgraded to account for the maximum population and GFA the development can withstand. Designing for a higherpopulation yields a higher cooling demand. In view of that, the cooling load of the system has increased from 14,242Tonne Refrigerant (TR) to 16,889 TR.
Table 13.1: Summary of District Cooling Demand Loads
PHASEBase Case Uplift Case
Cooling Load (TR) Power Load (kVA) Cooling Load (TR) Power Load (kVA)
1 7,499 7,499 8,975 (+1,476) 8,975
2 6,743 6,743 7,914 (+1,171) 7,914
Total (P1 + P2) 14,242 14,242 16,889 16,889
Note: 1 Tonne Refrigerant is equivalent to 1kVA electrical load.
Increments of 1,000/2,000/3,000/4,000/5,000 TR chiller units can be utilized in the District Cooling plant to allow for modularexpansion based on the forecast rate of occupation/uptake in DC demand as agreed between MANATEQ and the DistrictCooling provider.
A proposed modular expansion to account for the incremental load demand is shown in the table below, (noting pipe sizingand configuration of plant and equipment will ultimately be subject to the District Cooling design consultant/provider’srequirements).
Table 13.2: District Cooling Configuration
Phase Unit Capacity QuantityDC Facility
Plant Size (TR)Base Case Load
(TR)Uplift Case Load
(TR)
1 5,000 2 10,000 7,499 8,975
25,0002,000
11
7,000 6,743 7,914
DC Chiller Units 4 17,000 14,242 16,889
The District Cooling load per super plot is detailed in Table 13.3.
Table 13.3: District Cooling Load Breakdown
QEZ-1Land
IDLand Use
Super PlotID
Super PlotGFA, m2
Air Conditioned Area, m2
(estimated at 0.9xGFA)
DistrictCooling
Demand (TR),Base Case
DistrictCooling
Demand (TR),Uplift Case
COCommercial /
Retail
PA-CO-01 22,283 20,055 787 942
PA-CO-02 19,041 17,137 672 805
PA-CO-03 22,634 20,371 799 956
PA-CO-04 22,773 20,496 804 962
PA-CO-05 24,425 21,983 862 1,032
HQMANATEQ
HeadquartersPA-HQ-01 52,778 47,500 1,221 1,462
MU Mixed Use
PA-MU-01 31,461 28,315 1,111 1,329
PA-MU-02 29,391 26,452 1,007 1,242
PA-MU-03 33,806 30,425 1,231 1,428
PA-MU-04 15,546 13,991 566 657
PA-MU-05 72,464 65,218 2,639 3,062
HO Hospitality PA-HO-01 23,429 21,086 827 990
SR Showrooms
PA-SR-01 11,785 10,607 416 498
PA-SR-02 6,397 5,757 219 270
PA-SR-03 12,528 11,275 456 529
PA-SR-04 17,156 15,440 625 725
Total Demand (TR) 417,897 376,108 14,242 16,889
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13.2.2 Meetings with Utility Providers
Following a meeting with Qatar Cool on Tuesday 14th October 2014 which was attended by representatives from MANATEQ,ASTAD and AECOM, Qatar Cool advised that:
The plot area allocated for the District Cooling Plant is sufficient (approx. 7,500 m2). Refer to plots PA-UT-08 andPA-UT-09 on the Master Plan for details.
Qatar Cool would utilize TSE directly in the DC plant, and there would be no requirement for pre-treating. QatarCool advised that pre-treating also creates an additional problem with the discharge of the reject water as it is toosaline for the foul sewer network.
Qatar Cool advised that the daily blow down will be too saline to discharge into the foul sewer network, and needs tobe discharged into the surface water system. This will require a connection to the Abu Hamour tunnel as shown inthe district cooling network drawing contained Appendix B Annex I.
Qatar Cool advised that the design criteria provided within the Final Master Plan (as extracted and provided in themeeting) is sufficient to progress the district cooling network design (by Others).
Qatar Cool advised that it may be preferable for MANATEQ Roads and Infrastructure contractor to install the districtcooling pipe work and fittings, rather than a separate contractor on Qatar Cool behalf.
Considering discussions with QatarCool, AECOM has proceeded with designing a conventional district cooling system,considering treatment of TSE prior to use as makeup water, as opposed to feeding the District Cooling Plant with Raw TSE.Allowing for treatment and considering more disposal options offers flexibility within QEZ-1 and gives MANATEQ theopportunity to reach out to a large number of District Cooling Providers. Should MANATEQ proceed with hiring QatarCooland adopting their design philosophy then the utility systems and plot allocation currently designed for can accommodate thesystem.
13.2.3 QEZ-1 Master Plan Considerations
The Master Plan was prepared to ensure an efficient integration among land uses and utility facilities. The district coolingplant was an integral part in the development of the Master Plan. The Master Plan took into consideration the followingfactors:
The District Cooling plant is currently located in the centre of Parcel A (plot: PA-UT-08) to ensure efficientdistribution of chilled water to end users.
The District Cooling facility has been sized to accommodate an independent polishing plant, central cooling plantand cooling tower. Provisoin has been allowed within the plot to accommodate a blow down treatment facility incase required. Heat Exchanges are to be identified within the end users plot. A schematic diagram illustrating theconventional district cooling process is presented in Figure 13.1.
Substation PS002, located in Plot PA-UT-14 is the primary source of power to the District Cooling Plant. In orderreduce the large number electrical cable runs and as to mitigate its impact on the service reservations, the DistrictCooling plant has been located in close proximity to the 132/11kV Primary substation located in plot PA-UT-14. Bylocating the substation close to the District Cooling plant, the ROW space constraints are minimized within localizedareas, and can be aligned directly across the ROW, rather than having to utilize ROW space.
The District Cooling network requires significant provisions within service reservations. In accordance with MMUP202 guidelines, provisions for District Cooling supply and return pipes have been considered within the servicereservations. Final routing is subject to ASHGHAL approval.
Approximately 44% of the PS002 substation load will be committed to the District Cooling Plant for the uplifteddemand case indicating a significant portion of the cabling will enter the district. The substation has been designedto cater for the power load required to operate the District Cooling Plant, calculated at 24,090 kVA (plot levelelectrical load).
A separate cost assessment was performed analyzing the economic impacts of securing and operating a district coolingfacility within QEZ-1 (refer to Appendix H containing the Life Cycle Cost/Capital Cost recovery model and correspondence toASTAD detailed additional information required from MANATEQ in order to properly generate the model).
13.2.4 District Cooling Process Supply Points
Sustainable initiatives are growing in Qatar with many Utility Providers and Authorities amending design regulations toconsider the environment and renewability. In support of these initiatives KAHRAMAA has mandated the use of TSE for allDistrict Cooling applications as of 2012. Consequently, potable water is no longer considered the primary source of makeupwater for use in District Cooling plants, as it does not offer the benefits presented by TSE. TSE offers economical benefitsand supports the overall water balance within Qatar.
Although potable water offers higher Cycles of Concentration (CoC) within the system, the adverse impacts are associatedwith its life cycle and the capital cost required to generated potable / municipal water, through the intense desalinationprocess. Furthermore, sea water is not considered an efficient source for makeup water as sea water offers low CoC andrequires approximately 37 times more water to serve the cooling process as opposed to TSE. The supply also delivers onlower vapor pressure, higher density and lower specific heat. Considering the high TDS levels associated with the applicationof sea water will require the district cooling plant to consider expensive, special condensers (eg. Titanium Condensers)designed to withstand water with high TDS content and that is highly tolerant to corrosion.
- Potable / municipal Water offers 7 Cycles of concentration.- Sea Water offers 1.3 Cycles of Concentration.- Polished TSE offers 11 Cycles of Concentration.- Direct Raw TSE offers 3 Cycles of Concentration.
Considering the constraints presented by potable water and sea water, TSE is the preferred option to facilitate the districtcooling process. Section 8 of this document elaborates on the TSE system and how it has been designed and modeled toconsider supply for public and private irrigation, in addition to makeup water for district cooling. The TSE network is loopedand ensures the system offers redundancy measures. Redundancy allows TSE to be redistributed through the pipes andensuring supply to the District Cooling facility is not impacted as a result of pipe damage, pipe maintenance, etc.
13.2.5 Temporary Supply Sources for Makeup Water
KAHRAMAA (Water Division) has advised that potable water may potentially be used for district cooling should TSE beunavailable at the time of operation, provided that the system has been designed to function with TSE as soon as it becomesavailable. This is subject to a separate application being made by MANATEQ to KAHRAMAA for the use of potable water fornon domestic use. In the event that the potable water is required to accommodate the District Cooling process the potablewater system pipes, reservoir and pumps have been designed to allow provision for a maximum volume of 2,358 m3/day,which is sufficient to service the 17,000 TR Cooling Plant.
13.2.6 Conventional District Cooling Method
The TSE supply facilitating the district cooling process will be supplied from the ASHGHAL-owned 600mm diameter TSEmain proposed to run adjacent to the QEZ-1 development. The proposed TSE main is illustrated in Appendix B Annexure B.Raw TSE supplied to the plot will undergo treatment at the polishing plant proposed to be located in plot PA-UT-09. Thedesign and ultimate operation of the polishing plant must adhere to ASHGHAL effluent parameters as presented in Table13.3.
The capacity of the TSE polishing plant is calculated based on the makeup water required to service the Central CoolingPlant. To ensure sufficient makeup water supply the Polishing Plant is proposed to consider two treatment phases, UltraFiltration treatment (UF) for pre-treatment and Reverse-Osmosis (RO).
The polishing plant should be designed to treat raw TSE supply, with maximum Total Dissolved Solids (TDS) levels expectedat 1,500 mg/L, and consider a recovery supply with TDS levels less than 200mg/L. The recovered supply shall be consideredmakeup water and shall be fed into the cooling plant to facilitate the district cooling process.
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Table 13.3: Raw TSE Water Quality
TSE Quality Parameter Values
Suspended Solids 5 mg/l
Chlorides 100 mg/l
Sulphates 50 mg/l
Biochemical Oxygen Demand (BOD) 5 mg/l
Chemical Oxygen Demand 50 mg/l
Faecal Coliforms (MPN) Not detectable
pH 6 to 9
Ammonia (NH3N) 1 mg/l
Phosphate (PO4) 1 mg/l
Nitrogen (N) 5 mg/l
Dissolved Oxygen 2 mg/l
Chlorine 0.5 to 1
Turbidity 2 NTU
Total Dissolved Solids (TDS) 1,000 to 1,500 mg/l
Intestinal Nematodes Nil
Enteric Viruses <1 PFU/40 litre
Giardia <1 cysts/40 litre
*Parameters for TDS levels have not been validated by ASHGHAL. The polishing plant should have the capability to treat TSE with TDS ofmaximum 1500 mg/l.
Table 13.4: Treated TSE quality
Parameters Values
Total Dissolved Solids < 200 mg/l
Chlorides < 70 mg/l
Residual Chlorine 1 – 2 mg/l
pH 7.5 to 9.0
Note: the makeup water quality must be confirmed by the nominated District Cooling Provider to ensure the system operatesas intended.
Table 13.5: Design Capacity of the TSE Polishing Plant
Design Parameter Demand
Make-Up Water Requirement (m3/day) 3,121
Raw TSE Supply (m3/day) 4,161
Discharge from TSE Polishing Plant (m3/day) 1,040
Blow Down From the District Cooling Plant (m3/day) 520
Recovery Rate at the TSE Polishing Plant 75%
Figure 13.1: Conventional District Cooling System Schematic
Figure 13.2: District Cooling Process TDS Level
MakeupWater
ROPermeate
TSE feed
Reject Brine
Storage tank
Blow Down
TSE polishing plant (UF/RO)
Evaporation
Cooling Tower
Alternative disposal or advanced treatment Discharged into the Foul Network or StormWater Network or recycling to the TSE
Polishing Plant for Recycling
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Reject brine generated during the polishing / treatment process is proposed to be directed to the Abu Hammour tunnel fordischarge. As presented in Figure 3.2, Brine generated during the polishing / treatment process contains extremely highconcentrations of TDS (approximately 5,551 mg/l) which cannot be discharged into the foul network as stipulated byASHGHAL.
It is proposed to discharge the reject brine into the Abu Hamour Tunnel. An independent main will direct the brinefrom the TSE polishing plant to the Abu Hamour Tunnel once in operation, expected by 2019. Subject to ASHGHALapproval, brine may be mixed with TSE and / or blow in order to lower the TDS levels prior to discharging to the AbuHammour tunnel.
An alternative option may be to discharge the brine to the Sea, subject to Ministry of Environment approvals.
Moreover, as part of the District Cooling Process, the cooling water / makeup water shall undergo recirculation. Cycles ofconcentration within the system results in the accumulation of dissolved minerals in the re-circulating makeup water, whichwill ultimately be discharged into the Foul Water network as “Blow Down” in order to minimize scaling and fouling.Considering the overall cooling load, and the size of the District Cooling Facility, blow down is estimated at 520m3/day.However, the foul system has been designed to withstand blow down of up to 1,050m3/day. This offers flexibility in thesystem as the District Cooling provider has yet to be nominated. The strategy presented by QatarCool, as presented inSection 13.2.2, will consider a higher volume of blow down. The blowdown discharged from the District Cooling Plant willhave low TDS concentration estimated at 900mg/l. It was highlighted by ASHGHAL on 20th November, 2014, that the limit forTDS disposal to the Foul Water system as agreed within ASHGHAL as 2,000mg/L. Please refer to Minutes of Meeting withASHGHAL with information in regards to disposal opportunities of District Cooling blow down. The Minutes of meeting arepresented in Appendix L.
The discharge criteria presented, and adopted by ASHGHAL is presented in Appendix B Annex I.
An additional consideration in the design is that there may also be a requirement to limit the timing of daily discharge to thesewerage network due to capacity constraints in the future proposed IDRIS main. It is proposed to discharge blow downbetween 10pm and 6am to reduce the impact on the sewerage network, noting that the inclusion of residential land use hashad a significant impact on the daily sewerage discharge volumes. Provision for a storage tank must be considered within theDistrict Cooling facility in order to store blow down from the system. The blow down can be discharged to the foul system inlow streams or at once. The system has been sized to consider the maximum load.
13.3 Treatment Technology
Based on the assign design parameters, the treatment technology envisaged for the TSE in order to be used as makeupwater for the Central Cooling Plant (CCP) shall be a Reverse Osmosis system with a suitable pretreatment process such asUltra Filtration. Ultra Filtration is selected to provide robust pretreatment for the Reverse Osmosis application considering theinherent variability of the TSE quality.
The nominated District Cooling provider must propose the Ultra Filtration and Reverse Osmosis configuration necessary toachieve the specified product quantity and permeate quality. The Reverse Osmosis plant envisaged for TSE polishing shallhave a recovery rate of 75% and the UF and RO plants shall comprise of the following as a minimum:
Ultra Filtration Feed Pumps; Self cleaning strainers; Ultra Filtration membranes; Chemical dosing systems including dosing pumps and chemical storage tanks; High pressure pumps; Reverse Osmosis membranes; Cleaning in Place (CIP) system; Flushing tank and pumps; Product/permeate water tank; Low and high pressure pipe works; Control and instrumentations; MCC and PLC.
The material of construction for the RO plant components shall be selected based on suitability with the application.
13.3.1 UF Feed pumps
UF pumps will take water from the TSE storage tank to feed the automatic backwash self cleaning strainers.
The UF feed pumps will be sized to deliver the required flow at a certain pressure to overcome the pressure losses throughthe pre-treatment system including the UF skids.
13.3.2 Coagulant dosing
Ferric Chloride will be dosed downstream of the UF feed pumps to enhance the system performance of the UF modules andensure the maximum reduction in the Silt Density Index (SDI) and turbidity of the water prior to being pumped into the ROmodules.
13.3.3 Acid dosing
Sulphuric acid will also be dosed downstream of the UF feed pumps to enhance the coagulation mechanism and thus thefiltration performance within the UF system; as well as to acidify the feed to the UF system in order to avoid potential scalingproblems within the membranes.
13.3.4 Chlorine dosing – Pre-chlorination
Whilst the inlet TSE will have residual chlorine, Sodium hypochlorite will still be dosed downstream of the UF feed pumps toensure deactivation of the biological foulants, thus reducing the risk of biofouling within the membrane elements and the pre-treatment systems. Pre-chlorinaiton dosing will be of shock mode to be conducted once a day for a certain period of time atchanged dose level.
13.3.5 Auto backwash self cleaning strainers
The first stage of filtration is the auto-backwash self-cleaning strainers. These strainers are installed in parallel and will be fedby the UF feed pump sets.
TSE will be pumped at the inlet port of the automatic backwash self cleaning strainers. TSE will flow through the screeninternal cartridges from inside to outside. Particles larger than the selected gap width are retained in the strainers. Thedifferential pressure measuring system starts the backwash process once a defined degree of fouling of the cartridges hasbeen reached.
The backwash process of the filter section is thus accomplished without interruption of the forward flow of feed water to theUF system.
13.3.6 Ultra Filtration (UF) modules
The second stage of pre-treatment, prior to the RO system is Ultra Filtration. Ultra filtration membrane is capable of not onlyretaining particles and bacteria, but viruses to a large extent as well.
Because of its small pores, ultra filtration can retain smaller substances like proteins, as long as they are not completelydissolved.
The Primary function of the UF system is to protect the RO membranes, and to ensure that the maximum feed water SiltDensity Index level is maintained below 3. Four (4) UF trains will be available as three duty and one standby trains. Duringthe normal filtration time, all UF trains will be in duty mode, and when any of the trains needs a backwash, it will be isolatedand will undergo for a backwash procedure. The design of the UF will take into consideration the Chemically EnhancedBackwash (CEB) procedure; in case one of the UF trains is performing a CEB (for about 10-12 minutes), the other 3 UF willstill provide the required flow for the RO system.
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The UF mode of filtration is inside-out. In order to reduce fouling on the inside walls of the UF capillaries and extend theirlifetime, frequent backwashes and chemical enhanced backwashes will be carried out.
13.3.7 UF backwash system (normal and CEB)
The UF system utilizes its own permeate as backwash water. In order to retain some of the permeate water for thebackwashing purpose, a UF backwash tank is provided as a separate tank dedicated for the UF backwashing procedure. Itwill be sized to hold enough water for one backwash). The tank will be continuously filled from the UF permeate water tomaintain an ample amount for backwashing the UF at any time. During the backwash stage, the flow of water will bereversed and the reject water including all the accumulated foulants will be flushed into the reject pipe. Two backwash pumpswill be available to provide the required backwash water for the normal backwash and CEB sequences.
The CEB procedure starts initially with a normal backwash process, and then chemicals are added to the backwash flow.After that, the system is isolated and soaked with the chemical solution inside the membranes and will be flushed and the UFsystem will be part of the operation cycle again. The backwash and the CEB will be performed for each UF skid individually.Additional UF skid is provided as standby to compensate for the loss of flow that will happen when a normal backwash orCEB procedure is being performed on any of the other skids. However, when there is no backwash or CEB taking place, theadditional standby skids will be in operation as well thus providing ample amount of water for the RO system.
13.3.8 UF product water (RO feed) tank
Permeate from the UF modules will be discharged into a receiving tank which will serve as storage tank of the feed water forthe RO modules.
13.3.9 Reverse Osmosis (RO) System
The filtration technology to attain desalination or removal/reduction of dissolved solids from the TSE is Reverse Osmosis.The RO system comprises a total of three independent trains, each train producing 1/3 of the total required product flow. Thetrains are independent of each other and can be operated individually.
In the RO membranes, where physical separation is attained, the feed water is separated into two streams - the productstream or permeate with low conductivity and the reject brine stream with high salinity.
13.3.10 RO low pressure feed pumps
The low pressure feed pumps will be used to pump the UF permeate from the storage tank at the required flow and pressureto the cartridge filters prior to high pressure pumping into the RO modules. Each RO train will have its dedicated low pressurefeed pump with a common standby pump connected inline to take over any duty offline pump.
13.3.11 Anti Scalant dosing
Anti-scalant will be dosed downstream of the low pressure feed pumps to prevent mainly the sulphate and hydroxide foulingwithin the RO membrane elements, thus maintaining the RO membranes performance and prolonging their lifetime.
13.3.12 Micron cartridge filtration
As aforementioned, the RO low pressure feed pumps will pump the UF permeate into a set of cartridge filters. The filtercartridges will l retain any suspended particle that might have entered the UF permeate tank (for any reason). Thus, themicron filter will act as the final filtration protection barrier prior to the high pressure pumps and RO modules.
13.3.13 SBS dosing
Sodium bisulfite will be dosed upstream of the RO high pressure pumps and the outlet of the Cartrdige filters to neutralizeany remaining chlorine residual before the water is pumped into the RO modules. Presence of residual chlorine is due to thepre-chlorination dosing procedure that might have been done at the inlet works of the UF system. The presence of chlorine inthe feed water can cause irreparable damage to the RO membranes.
13.3.14 High pressure pumps
From the cartridge filters, the filtrate will be pumped into the RO modules by high pressure pumps which are horizontal,centrifugal, end-suction, multi-stage pumps.
13.3.15 Cleaning-in-Place (CIP) System
During normal operation throughout the life of the membrane filtration system (UF and RO), these systems are susceptible tofouling and scaling. As a result, a reduction in the permeate flow from the RO and UF system may occur accompanied by anincrease in the system feed pressure. To address this, a common cleaning system (CIP) complete with CIP tank, pumps,mechanical mixer, level transmitter, and complete piping manifold should be provided to supply CIP solution for cleaning theUF and the RO membranes at a certain flow and pressure. It will draw chemical solution from the CIP tank and pump itdirectly to the UF/RO membranes via centrifugal type pumps. To protect the UF & RO membranes from suspended solidsthat will be removed during the cleaning procedure, cartridge filters should be installed downstream of the cleaning pumps inorder to filter out the suspended solids.
13.3.16 Flushing system
Flushing pumps will ensure the RO membranes are adequately flushed with permeate water in case the RO train is shutdown for long periods. This will displace the brine system on the feed side of the membranes and ensure the prevention ofnatural osmosis which can potentially damage the membranes. Flushing will also minimize the potential for biological growthwithin the treatment train.
Flushing pumps will be used to pump RO permeate water for flushing the RO membranes. The pumps will take water directlyfrom the underground permeate tank and pump it to the inlet of the RO modules.
The flushing system shall be designed such that every train which has not operated for a 4 hour period is flushed. Each flushshall pass not less than 1.5 train volumes worth of liquid through the train (including the volume of liquid stored in the flushingfeed pipework).
When a train is instructed to stop operating by the control system (for any reason) a flush shall be carried out automaticallyonce the train has been suitably de-pressurised.
13.3.17 RO Permeate storage tank.
Permeate water from the RO system will be collected in the permeate storage tank which will also serve as storage for thewater requirement for the membrane flushing system.
13.3.18 Permeate transfer pumps
Dedicate pumps will transfer the RO permeate from the underground permeate tank to the Polished TSE (makeup water)storage tank.
13.3.19 Sodium hypochlorite dosing system – post chlorination
The final produced water will be chlorinated prior to its delivery to the Polished TSE (makeup water) storage tank. Final ROpermeate water stored in the underground permeate tank will be pumped by means of the permeate water transfer pumps.Sodium hypochlorite will be dosed at the required concentration into the pumps’ main discharge header. A staic mixer will beinstalled downstream of the discharge header to ensure sufficient mixing and contact time towards maintaining a chlorineresidual of 1 to 2 ppm in the polished TSE as per the required quality.
13.3.20 Caustic soda dosing system
Permeate from reverse osmosis may be of corrosive nature due to its low pH level as a result of its low carbonate &bicarbonate content. For this and in order to adjust the pH level of the RO permeate to meet the treated water quality, causticsoda will be dosed at a certain concentration downstream of the water transfer pumps main discharge header at the samelocation as that of the Sodium hypochlorite injection point before a static mixer for final adjustment of the produced water pHlevel.
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13.3.21 Reject water pumping system
Reject water produced by the polishing plant’s major equipment such as the UF system, the RO system, and the auto-backwash strainers will be directed into reject water storage tanks.
The RO plant will generate reject brine which contains very high concentration of TDS. Options for disposal and furthertreatment of the reject flows are subject to Authority approval, with the preferred option discharging into the Abu HamourTunnel. This is subject to further evaluation and approval by PWA.
Some alternative disposal or treatment methods, although not proposed for QEZ-1 are discussed below for added reference.
13.3.22 Disposal/treatment options for reject brineThe following are some typical disposal and/or treatment options for the reject brine from the RO.
Deep well injection Surface water disposal Evaporation pond Zero Liquid Discharge (ZLD) technology
Detailed evaluation of the feasibility and viability of these disposal and/or treatment options are not covered under thisconcept design report. However, the following can be stated regarding these options
Deep well injection is not environmentally friendly and can cause non-reversible deterioration to Qatar’s aquifer andwill not be allowed by the Ministry of Environment of Qatar.
Surface water disposal point is not available and hence cannot be an option. Evaporation pond, on the other hand, will require a very large area and will have to be discounted as well. ZLD technology, which typically consists of Brine concentrator and Crystallizer, is expected to be very costly.
13.3.23 UF reject
The UF membrane will be designed for a minimum recovery of 90% of the feed water. This means that 10% will have todischarge (for further treatment or disposal). Unlike the RO reject, the UF reject will have the same TDS concentration as theUF feed. Hence, it will be possible to combine the UF reject with the cooling tower blowdown as the resulting TDSconcentration will be lower than the feed concentration. The combined wastewater can be treated and recycled back into theraw TSE storage tank and fed again to the UF membranes. Please see separate section on the treatment of the coolingtower blowdown below.
13.3.24 TSE polishing plant building
The TSE polishing plant will be housed in a concrete structure with an approximate foot print of 23m x 66m. The building willalso include the MCC and control room, laboratory, workshop, storage room (for spares, etc), and chemical storage area.Interstage storage tanks (UF and RO permeate water storage tanks) can be constructed below ground just outside the TSEPolishing plant building.
The RO and UF membrane modules will be mounted on skids. All the other equipment, such as pumps, will sit on concreteplinths.
13.3.25 District Cooling Blowdown
The make-up water supply recovered from the polishing plant will be fed into the Central Cooling. As part of the coolingprocess the facility will generate 500 m3 to 1,050 m3 of blow down on a daily basis (dependent on the nominated DistrictCooling provider).
The blow down will be collected and directed to the blow down treatment facility. The blow down will be treated to meetASHGHAL water quality parameters. The treatment process should not produce reject brine.
Subject to the DC Providers operation philosophy and in conformance with ASHGHAL approvals the treated blow downsupply (1,050m3/day) can either be reticulated into the Central Cooling Plant or discharged into the foul network, andeventually the IDRIS system. Refer to Section 9 to further understand District Cooling Provision within the Foul Sewernetwork.
Qatar Cool has advised on 14th October that based on their proposed method district cooling plant design using TSE directly,the blown down will be too saline to process for discharging into ASHGHAL foul sewer network. Accordingly, a dischargesolution into the surface water network is required.
An assessment has been made on the QEZ-1 surface water network to accommodate the daily blow down within theallocated swales within the open space areas; however, there is insufficient capacity to accommodate the 1,050m3/dayvolume. Accordingly, a separate rising main from the district cooling plant to the Abu Hamour is proposed, and is shown inthe District Cooling network drawing contained in the Appendices. This will form part of the Preliminary Design submission toASHGHAL for their review and approval.
13.4 Energy Transfer Station
The interface between the QEZ-1 District Cooling System and the individual building being supplied with chilled water systemis commonly referred to as the Energy Transfer Station (ETS). An ETS is a facility which carries chilled water from thedelivery network to customer installations. Cold properties from the primary fluid are transferred to the secondary fluid by anexchange process. The station adapts the incoming and outgoing outputs to adjust the temperature in accordance to thecustomer’s needs. The refrigerating energy is counted at the station outlet level in order to measure the energy consumedversus the one returned to the central network.
In buildings, it replaces all the equipment that is usually required for stand-alone air-conditioning installations: refrigerationunits, pumps, cooling towers, etc.
An energy transfer station is smaller in size than a stand-alone air-conditioning system, the latter may be replaced in abuilding already equipped with a stand-alone unit. In addition, the energy transfer station does not require any refrigerant,condenser or cooling tower and therefore eliminates all environmental and visual pollution usually associated with stand-alone installations. The energy transfer station includes one or several exchangers which cool the building’s internal network.As a result, the district cooling system's chilled water does not circulate in the building.
The ETS consists of isolation and control valves, controllers, measurement instruments, energy meter and heat exchangers.
The ETS could be designed for direct or indirect connection to the district cooling distribution system. With direct connection,the district cooling water is distributed within the building directly to terminal equipment such as air handling and fan coilunits, induction units, etc. An indirect connection utilizes one or multiple heat exchangers between the district system and thebuilding system.
13.4.1 Heat Exchangers
The heat exchanger is one of the major components of the energy transfer station. It is therefore essential that the heatexchangers be carefully selected to provide the duty required, based on the temperature differential and pressure differential(DP) requirements dictated by the specific district cooling system as well as by local code requirements. In some instances,the customer provides their own heat exchangers in accordance with a set of design parameters, often outlined in an OwnerRequirement Specification issued by the utility.
The allowable pressure drop (DP) across the heat exchanger is one of the critical parameters to be considered for theselection criteria. The higher the pressure drops, the smaller and less expensive the heat exchangers will be. However, theDP should typically not exceed the chiller evaporator pressure drop if the building’s existing pumps are to be reused. If theDP is higher over the heat exchanger than the chiller evaporator, the system curve will be altered from the design conditions,which could cause flow-balancing distortions in the secondary system. Another important consideration is the temperatureapproach, for example, differences between the heat exchanger’s district cooling side and the building side temperatures.
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13.4.2 Energy Meters
The energy meter registers the quantity of energy transferred from the user’s secondary system to the primary system.
13.5 District Cooling Network
Whilst the district cooling plant and network for Phase 1 is required to be constructed as part of Phase 1, the network forPhase 2 can be constructed at a later date as part of Phase 2 works. The Phase 1 network can be closed off at the interfacebetween Phase 1 and 2, then joined as necessary,
Should the Phase 1 network be in operation prior to the completion of phase 2 roads and infrastructure construction works,upon completion of Phase 2 network, a temporary shutdown would be required to join the Phase 1 and Phase 2 networks.
13.6 Design Criteria
The following is a brief description of the main material and Equipment to be used in the installation of the chilled water sitewide reticulation. Details of such material will be included in the complete Specification documents.
13.6.1 Pipe Network Materials
The piping network will be designed utilizing the following materials specifications:
Carrier Pipe
Material: Factory Pre Insulated Black Carbon Steel
Thickness: To ASME / ANSI B36.10/19- Standard pipe up to DN 900- Extra strong for pipe over DN 900
Construction: To API / 5L / ASTM 53 Grade B- Seamless up to DN 200 Standard- Longitudinal ERW DN 200 to DN 800 (Standard)- Spiral SAW over DN 900 (Extra Strong)
Piping Bends: Up to 100mm long radius rolled.
150mm and above - long radius, lobster back spiral welded.
Branch off takes: Butt welded connections.
13.6.2 Pipe Sizing CriteriaPipe sizing analysis has been performed utilizing FluidFlow3 proprietary software by Flite Software Ltd., of Northern Ireland.
Design Consideration:
Fluid characteristics.
- Medium = Chilled Water- Temperature: = 5.5°C Supply / 14.5°C Return ( T= 9.0oC) at the Central
Cooling Plant- Density: = 1000 kg/m³
Hazen William Coefficient
- For old carbon steel pipe = 125
Velocity
- Pipe size 50mm & smaller = 1.2 m/s (max.)- Pipe size 65mm up to 300mm = 2.2 m/s (max.)- Pipe size above 300 = 4.0 m/s (max.)
Friction loss
- Pipe sizes up to 300mm = 250 Pa/m (ave.)- Pipes sizes greater than 300mm = 400 Pa/m (max.)
13.6.3 Insulation Material
Closed cell polyurethane insulation factory applied to general pipe lengths & fittings and injected at on-site joints & valves.
For design calculations the following insulation property values will be utilized:
In cases where an HDPE jacket is not available for a 1200mm (48”) carrier pipe, a GRP jacket with a stiffness class rating ofSN 10000 can be used.
The piping system will be designed, where ever possible, so that all field welded joints are straight pipe joints requiring onlypre-manufactured one-piece bonded cover sleeves and in-situ pressure driven polyurethane insulation to suit Insulation offittings, bends and the like shall occur in the manufacturer’s factory wherever possible. In situ joints shall be heat shrunkouter polyethylene with bitumastic seal tape.
13.6.5 Heat Exchangers
The chilled water network is designed to reticulate water from the Central Cooling Plant up to the heat Exchangers locatedwithin the Energy Trasnfer Station proposed to be located within each plot.
13.6.6 Leak Detection System
All leak detection surveillance systems shall be in accordance with BS EN 14419.
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To ensure that an underground pre-insulated piping system gives a long satisfactory service life, it is essential that theinsulation is kept dry, preventing external corrosion to the steel service pipe.
The piping system should have an electronic-moisture detection system which indicates the presence of moisture within theinsulation before serious corrosion can occur. The moisture in the foam insulation could be the result of damage to the jacketpipe (i.e. ground water penetrating the insulation) or leakage in the carrier pipe.
The leak detection/location system works on the TDR (Time Domain Reflectometer) measurement principle by sendingdefined pulses in the detector wire. Any type of fault, being a leak or a break in the copper wire, is detected by the alarm ormonitoring unit, then stored in the memory and automatically displayed in case of an alarm condition. The system works verymuch like a radar and can be compared to radar system. Each monitoring unit can monitor up to a maximum of 4000 metersof piping using 4 channels (i.e. 1000 meters per channel). The accuracy of the monitoring unit shall be ± 1 %.
The piping network depending on its length and layout may require more than one monitoring unit. Several monitoring unitscould be linked together in a system to a host computer.
The leak detection and location system shall consist of the following main parts and equipment:
Alarm wires installed in the insulation of the pipes and fittings. The wire of the individual pipes is field-connected toeach other by crimping and soldering.
Crimp sleeves and crimping pliers Megger for field measurement Monitoring or alarm unit Matching boxes Connected cables Modem (optional) for connecting monitoring unit to a personal computer TDR for mapping the leak detection system at start-up (i.e. to get an as-built reference)
13.6.7 Valve Pits
Network Valve Pits (NVP)The system design includes manual isolation valves at the main pipework. These valves are intended to allow individualsectors of the network to be isolated should there be the requirement for maintenance or testing purposes.
The valve pits are designed to be located on the main network, within the chilled water pipe corridor. The pits are accessedby a ladder for maintenance or otherwise.
Parcel Valves Pits (PVP)The PVP’s comprise of manual valve with associated dismantling joints, mounted on the branch pipe of each building. Thesevalves will be provided to isolate the building piping system from the chilled water network in case of emergency ormaintenance requirements. These valves will be housed in a concrete chamber and will be located inside the building plot inan easily accessible location and in the vicinity of the ETS room.
Valve Pit ConstructionAll valve pits shall be of reinforced concrete construction, complete with all penetrations and access ladders / supports andvent pipes.
13.6.8 Trench Details
All trenching shall be undertaken by the pipework Contractor including preparation, bedding surround and backfilling.Trenching will be carried out in conformance with the Clients/Service provider’s requirements.
The trench bed shall be comprised of a compacted 150mm soft sand bed. The pipe work will be surrounded by compactedsoft sand of fine grade locally sourced.
The backfilling around and over the pipe will be performed in maximum 200mm deep bands which will be watered andcompacted. A 300mm wide indicator tape, to the Client’s/Service provider’s specification, will then be laid on top of each piperun with the remaining fill over until the final topographical required level is reached.
13.6.9 Protection Concrete Slab
In order to protect the Chilled Water Pipes, a concrete protection slab shall be provided whenever the cover level above thepipe is less than 1.5m or the pipes are located under the road.
Even though, the initial location for the concrete protection slabs are shown on the DC pipe profiles, the contractor will haveto re-evaluate the location and number of the required protection slabs based on the site conditions and the final DC pipelevels.
13.6.10 Electrical Draw Pit and Pipe sleeves
The CHW distribution system shall be provided with 2x100 diameter PVC conduits complete with multiple draw cords anddraw pits every 100m in case the nominated District Cooling Provider plans to lay Fibre Optic Cables and Electrical Powernetwork (if any) to enable the remotely control and monitor of multiple DC Plants and ETS rooms via a Centralized ControlRoom.
13.7 Actions required to progress the District Cooling Network Design
13.7.1 MANATEQ Actions
MANATEQ will be required to engage with a district cooling provider to further develop the design for the district cooling plantand network.
The district cooling pipes need to be installed as part of the overall Roads and Infrastructure construction to avoid rework inthe road corridor. Accordingly, it is recommended that MANATEQ engage the district cooling design consultant as a priority.
The appointed District Cooling Provider is required to deliver on design parameters and any features that are needed to beincorporated in the current Distribution network design in order to assess impact on service reservations. Furthermore,parameters associated with plant size and makeup water TDS parameters need to be verified in order to determine viabledisposal options in line with Authority guidelines, etc.
NOTE: Two Stages of design implementation from the District Cooling Provider
13.7.2 AECOM Actions
AECOM will:
Provide the district cooling Design Criteria set out in this report, and include the incremental increase cooling loadprofile based on MANATEQ occupation program for Phase 1 and 2.
Facilitate further meetings with both Qatar Cool, and Marafaq. Meet with ASHGHAL to secure a permanent discharge solution for the district cooling blow down in the Abu Hamour
tunnel, or find an alternative if this is not viable.
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14.0 GAS SUPPLY SYSTEM
14.1 Gas Supply StrategyAs instructed by MANATEQ subsequent to the submission of the Final Master Plan for Phase 1, provision has been madewithin the revised Qatar Economic Zone -1 Master Plan for a gas storage facility and gas distribution network.
Qatar Petroleum has confirmed that there are no existing or future planned gas networks within the vicinity of QEZ-1.Accordingly, to provide gas supply to the development a specific gas storage facility within QEZ-1 is required. The gasstorage facility would be filled by way of tankering. The gas distribution network shall facilitate the transfer of natural gas fromthe storage facility (defined to the south of the Parcel A within Phase 2) to serviced plots. The type of Gas required fordistribution is Synthetic Natural Gas (SNG) which is suitable for domestic and commercial purposes.
As provided in the Detailed/Final Master Plans for Phase 1 and 2, AECOM has assessed the land use types defined in theMaster Plan and determine that only the following land use types may have a specific requirement for gas supply:
Residential (gas for cooking); Hotel (gas for cooking); Commercial including MANATEQ Headquarters (provision for cooking); Service Hubs including Authority Buildings (gas for cooking); and Truck Parking Area (gas for cooking facilities).
Accordingly, it is proposed that the gas system shall be sized to serve residential, commercial and hospitality plots only, andallowing provision for gas capital tap-in points at these plots. The gas storage facility and network are shown on DrawingEZ01-ES01-AEC-PD1-DRW-GS-100_01 found In Appendix B Annexure H of this report.
All serviceable plots within QEZ-1 have been defined and assessed, and there is no envisaged site wide demand for gas forthe light industrial land use types. Without a detailed market study, or a specific requirement for gas distribution to theindustrial plots, it is not recommended to provide a dedicated gas network and gas tank sized for unknown industrialdemands – any specific plot requirements for gas can be addressed locally on plot by a developer i.e. they will install theirown dedicated gas tank on plot which is refueled as and when they require gas. The gas corridor within the ROW ismaintained in the event there is a requirement to expand the gas network.
Based on the gas demand for the plots proposed to have gas supply, the overall gas demand load estimated for QEZ-1 is13,604 m3/day. The rates adopted below are in consideration of best local practice, and are to be reviewed by the applicableGas Authority in Qatar (Qatar Petroleum).
The gas facility has been allocated a 60m x 60m plot (PA-UT-18 in Phase 2), and shall accommodate LPG undergroundtanks with 4 days storage capabilities. The gas storage plot has been located on the southern boundary of Parcel A in Phase2. The gas strategy has been assigned to allow a module capacity of 1,200 m3/hour and a flaring system restricted area. Alldefined LPG tanks are to be secured by fire blast walls. In accordance with MMUP standards provision has been made in theright of ways to accommodate gas corridors. Refer to layout ref. EZ01-ES01-AEC-PD1-DRW-GS-100_01 within Appendix BAnnexure H. Plots requiring gas services within Parcel B Phase 1 will have to acquire refillable gas cylinders as a temporarysolution. Once the Parcel B Master Plan progresses an independent gas storage facility will be secured in order to ensure anindependent system is setup to service Parcel B. As the design of QEZ-1 progresses, and the land uses are fixed, the gasdemand for domestic customers. (i.e. cooking loads) will need to be refined in relation to actual gas consumption for theclimatic conditions prevailing in Qatar.
The key factors which affect the gas consumption in residential, commercial and hospitality buildings are:
Number of gas appliances connected. Total daily consumption hours. System design and control. Building design and construction parameters. Location and climatic conditions.
Table 14.1: Gas Supply Demand
Land Typology Peak Load per Plot (m3/hour) Operation (Hours) Demand (m3/day)
Parcel A
Commercial 25.66 10 2,822.6
Community Facilities 25.66 10 1,026.4
Mixed Use 42.77 12 5,645.64
Hospitality 85.54 12 1,026.5
MANATEQ HQ 25.66 10 256.6
Parcel B
Mixed Use 42.77 12 2,052.96
Residential 1.71 4 3.42
Community Faculties 25.66 10 1026.4
Total 13,604
The piping material to be used for gas network shall be HDPE (PE100 SDR 11). The PE pipeline shall be buried anddesigned in accordance with ISO 4437 and BS 7281. Minimum size for a main shall be 63 mm.75mm, 110 mm and 35 mmPE are non-preferred pipe sizes.
The gas distribution network shall allow for gas services to be installed to residential, commercial and hospitality premise inQEZ-1.
The use of PE100 shall be determined based on the temperature, pressure, and other factors as identified in internationalstandards such as:
ISO 4437 Buried Polyethylene (PE) pipe for the supply of Gaseous Fuels. IGE/TD/3 Edition 4 - Steel and PE pipelines for gas distribution. ISO 13761 Plastic Pipes and Fittings for Polyethylene Pipeline Systems for use at Temperatures above 20 degrees
Celsius.
14.2 Recommendations
The gas strategy for QEZ-1 should consider the following points:
It is recommended to service high demand areas only, envisaged as locations requiring gas for cooking purposes. MANATEQ to liaise with Gas Provider to confirm feasibility of proposed network / storage area. Service corridors to be maintained with gas reservation for future proofing if necessary. Not recommended for water heating. Any plot with a specific industricl requirement for gas will be required to install their own on plot gas system and
storage.
14.3 MANATEQ Actions required to progress the Gas Network Design
- MANATEQ will be required to engage a gas design consultant to develop the Gas Storage Facility and Networkdesign.
- The Gas pipes need to be installed as part of the overall Roads and Infrastructure construction to avoid reworkin the road corridor. Accordingly, it is recommended that MANATEQ engage the consultant as a priority.
- Consultancy service can be provided in two phases one to finalize distribution network requirements and theother for the Plant/ Storage facility design
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15.0 SCADA CONTROL SYSTEM
15.1 IntroductionThis section of the report provides a strategy to be adopted for controlling and monitoring various wet and dry services withinthe development by employing Supervisory Control and Data Acquisition (SCADA) based control systems. The SCADAsystem shall facilitate remote control and monitoring of all critical components of a network such as but not limited to pumpstations, interface points, metering points, network valves, storage tanks, reservoirs etc., from a central location which isgenerally a control room of a pumping station.
15.2 Applicable Standards & CodesThe following Design Codes and Standards are applicable for the SCADA/PLC system design works.
Qatar Construction Specification – QCS 2010. KAHRAMAA Network Design Manual. International Electrotechnical Commission (IEC). International Standards Organisation (ISO). British Standard (BSI). European Norme (EN). Verein Deutscher Ingenieure (VDI). Verein Deutscher Elektrotechniker (VDE).
The following list of standards indicates the minimum requirements.
Document No. Document Title
VDI/VDE 3501 Rules for Control System Design
VDE 0871 Radio Interference Suppression
IEC 60654
Operating conditions for Industrial Process Measurement and Control Equipment.Part 1 : Temperature, humidity and barometric pressurePart 3 : Mechanical influencesPart 4 : Corrosive and erosive influences
IEC 60529 Classification of degrees of protection provided by enclosures (IP code)
IEC 60625 Interface system for programmable measuring instruments
IEC 60902 Industrial process measurement and control – Terms and definitions
IEC 60839 Alarm and warning systems
ISO 3511/1 Process measurement control functions and instrumentation symbolic representation
BS 6739 Appendix E Instrument Loop Checkouts
BS 1646 Symbolic representation for process measurement control functions and Instrumentation
BS 2316 Specification for radio frequency cables
BS 3573 Specification for polyolefin copper conductor telecommunication cables
BS 4937 International thermocouple reference tablesBS 5308 Instrumentation cables
BS EN 611 31-1/IEC 61131 -1 PLC Design and Construction
15.3 StrategyQEZ1 development consists of the following wet and dry services:
Potable water and firefighting pumping system and network; TSE distribution system; Sewerage pumping system and network; District cooling system and network; Power; and Security.
It is envisaged that each of the above mentioned systems shall have its own dedicated SCADA control system with its sub-systems as required. Individual SCADA systems shall be seamlessly integrated with the SCADA head end located in theCentral Command Centre (CCC). Each of the system is discussed separately in the following sections.
In general, the SCADA control system shall be based on latest technology with all necessary hardware and softwareplatforms which would make the system open to communication with other applications in future without undergoing majormodifications. The Control System shall be able to provide essential operational data to other applications as well such asleak/burst detection system, maintenance management system and other future optimization system. The required systemshall be able to obtain concurrent real-time data of both retail demand from customer base and measured flows within thewater distribution network, such data shall be utilized in the process of leakage management.
The system shall be based on a redundant server concept with servers designated for each of the functions connected via anetwork typically knows as control network. The main SCADA servers in turn dual redundant hot standby fault tolerantconfiguration shall be connected to other servers such as OPC server, TCP/IP servers and other demand servers such aswork stations, large screens etc., at the control network level. This is to ensure the segregation of the two networks andprovide faultless communication interface to provide necessary data exchange between different applications.
The Master control system server (i.e. SCADA server) shall have the complete SCADA data base including real time database and integrated alarm and event management functionality, thus providing management of monitoring and controlling ofthe entire process parameters remotely at the central location. Failure of any server shall not affect the data acquisition,monitoring and control function of the system. The SCADA system shall facilitate storing selected process parameters in longterm data files and use them for historical trend displays, operational reports and logs files.
15.4 SCADA BenefitsThree important benefits offered by SCADA systems are:
Centralized management and control: It enables the operator to control, monitor and receive information fromboth on-site and off-site facilities. The operator therefore has complete real-time and historical data to take thecorrective action remotely.
Decision support information: This tool replaces recorders with trend charts, enunciators with alarm screensand indicators with graphs. This information attempts to produce reports and records, in addition to real time andhistorical data. The automated generation of reports also saves significant time and is helpful to those responsiblefor plant operations, municipal officials and consulting engineers.
Reliability and Efficiency: Enhanced efficient and reliable operation and control through solid- state electronics.
A modern SCADA Control System shall be able to provide the following features to effectively monitor and controlthe plant and/or network.
1. Redundancy and single point failure.2. Availability of the control system.3. Performance and response of the control system.
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4. Fail safe operation.5. Safety and shut down consideration.6. Security and unauthorized access.7. Operation and supervision requirement.8. Remote control and monitoring provision.9. Provision of unmanned operation.10. Interface with telemetry LAN via high speed network communication device.11. Data acquisition, monitoring and reporting at station level.12. Manual, automatic and remote operation of the station controls.13. Hierarchy and authority of plant control.14. Fall back strategy.15. Leak detection system in the pipeline.
15.5 SCADA Requirement
The control system shall be a modern programmable logic controller (PLC) based control system. The PLC system shall beintegrated to a SCADA/HMI system, which shall provide an improved efficient and flexibility of a modern computer controlsystem with the minimum following features:
Provide continuous and effective control and monitoring of all the designated instrumentation anddevices.
Provide continuous and effective control and monitoring of all the pump sets. Provide continuous and effective automation of all the pump sets operation according to the pump sets
operational philosophy. Provide continuous and effective, control and monitoring of all electrical systems and equipment. Image option shall be color, full screen, zoom, part screen, multi image screen, freeze frame, record, display with
all necessary parameters and data. Provide continuous and effective automation of all the subsidiary systems for the extension pump sets. Provide continuous and effective protection to all pump sets and the relevant systems. Generating of historical and real time reports, issue daily report stating the pumps in operation, tantalizer
readings, plant balance (inflow, outflow, change of water volume in the reservoirs, etc.) and consumed power inboth graphic and printed output.
Monitor the equipment running hours and provide comprehensive periodical records of overall operating costsand energy efficiency.
Automatically generate monthly and weekly routine maintenance schedules based on elapsed time andequipment running hours.
Provide a control strategy for automatic and manual control of the pump station and associated plant asfollows:
Typical Control Modes
Automatic Normal operation shall be through the operator workstation VDUs with automatic PLCcontrol of the pumps, valves and associated systems.
Remote ManualAs a back-up to the normal operation or during special operations, it shall be possibleto operate the pumps, valves and associated systems manually using a remotemanual control mode from the operator workstation, through the PLC system.
Local SystemFor testing, maintenance or in the event of failure of the PLC system, shall bepossible to operate the pumps from the MCC located in the electrical room, andfrom the field control panels to be installed close to each pump.
15.6 PLC RequirementsThe control system shall be based on the latest version of Programmable Logic Controllers PLC system, the design andconstruction of the PLCs shall be generally in accordance with latest edition of BS EN61131 -1/IEC61131-1. The PLCsystem shall be of modular construction, designed to operate in an industrial environment and selected from themanufacturer's standard range of equipment.
To ensure the high system availability, the PLC shall be connected in a fault tolerant dual redundant hot standby systemconfiguration.
Each PLC of the dual redundant configuration shall comprise of central processing units, memory, input/output drivers,watchdog, communication modules, and power supplies etc.
In the event of main CPU failure, change-over to the standby CPU shall be seamless.
The PLC shall be autonomous in operation and shall continue to function normally in the event of failure of the SCADAcomputers or its communication. The PLC shall be capable of performing duties with the control strategies previouslydownloaded from the host computer until communication is restored. All automatic control functions shall be carried outin the PLC system and the supervisory control shall be from the SCADA computer workstations.
15.7 Distributed I/O Station RequirementThe design and construction of the Distributed Input / Output Stations (DIOS) shall be generally in accordance with latestedition of BS EN61131-1/IEC 61131-1. The (DIOS) system shall be of modular construction, designed to operate in anindustrial environment and selected from the manufacturer's standard range of equipment.
Each (DIOS) shall comprise a central communication processing unit, input/output drivers, interface module, and powersupply. The (DIOS) shall be autonomous in operation and shall continue to function normally in the event of failure of itscommunication with some of the field instrument. The DIOS main duties shall be interfacing the field (I/O) with the PLCsystem.
The communication between the PLC and (DIOS) shall use dual redundant remote I/O communication bus. Fiber opticcables are preferred as the communication media.
15.8 Communication
Data transmission at various levels shall be established through any or a combination of the following communicationchannels such as:
Fiber Optic Cables. Leased Lines or PSTN. GSM/GPRS. Radio Link.
Depending upon the plant requirement, location, distance and connectivity, the mode of communication shall be established.
All of the system shall have redundant communication. The failure of any of these links shall not result in the loss of systemcommunication, functionality and response.
In case of Fiber Optic Cable communication, the cable shall run along the pipeline within the same corridor.
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15.9 Power Supply
The complete instrumentation and SCADA control system equipment shall be powered through a redundant UPS with atleast 8 hours of autonomy.
15.9.1 Proposed Distribution Management System (DMS) with Fibre Optic Cables
The 132 kV and 11 kV switchgears at all the primary substations and the distribution substations shall have provisions forremote monitoring and control by a future Distribution Management System (DMS), which will be designed by the localauthorities including all the slave and master PLCs, RTUs and other related equipment/accessories. The Central CommandCentre will have provision for the monitoring of the power system, subject to approval of the owner.
All the 11/0.4 kV distribution substations are proposed to be interconnected with the 132/11 kV primary substations andfurther to the 400/132 kV super primary substation via FO cables in ring topology where IP system/Switches can be used tocommunicate with the remote control center in the Main SCADA Control Room.
Communication equipment and related works are to include the following:
FOTB Panel with floor mounted FOTB in the primary and wall mounted FOTB in distribution substations. Laying and connection of Fiber Optic/Patch chord/Ethernet Cable between the IP switches & FOTB in the
substation, between the FOTB switches and at the DMS control centre.
An Interface Cubicle shall be provided to facilitate DMS connection to the switchgears in each substation. The InterfaceCubicle shall contain all the outgoing wiring terminals needed for the switchgear connection, and for connection to a futureRemote Terminal Unit (RTU) belonging to the DMS. The wiring connections from the Interface Cubicle to the 132kV or 11kVequipment shall be installed. The Interface Cubicles shall have space provision within for future installation of all interfacingdevices, including interposing relays and transducers, to provide the control, status and measurement functions required bythe DMS.
The layout of equipment in the substations shall make provision for the future installation of a wall mounted RTU and a wallmounted Telecom equipment panel and shall be as per the KAHRAMAA (Electrical) standard regulations and requirements.
Signals, as per KAHRAMAA approved signal list, are to be made available and terminated, to a Main Distribution Frame(MDF). Signals are to be included as per the KAHRAMAA (Electrical) requirements of the monitoring and remote controlphilosophy of the DMS. Therefore, substations are to be designed and equipped to reflect this philosophy up to the MDF.DMS signals are to be wired and terminated to a “Main Distribution Frame” (MDF).
132 kV and 11KV circuits are to be fitted with Local/Remote Transfer Switches. If the station control supply is AC, then asuitable DC/AC converter and power storage Unit (PSU) or UPS are to be included. Necessary transducers and interposingrelays; installed inside the MDF, are to be included. The MDF will have enough space to accommodate the RTU.
Additional provision has been made for status monitoring of the substations at the proposed central control centre within thedevelopment by laying ducts for fibre optic cable from each primary and distribution substation. It is recommended to leavethe control vis-a-vis control philosophy of the substation equipment to the authority as per the standard practice.
15.10 Control System Cyber Security
The control of utility processes and systems is becoming increasingly complex. The critical nature of the utility infrastructurealso has made it a target for sabotage, hackers or even unintentional break-ins. Cyber intrusions, intentional or unintentional,can have a significant impact on service continuity and safety.
SCADA, distribution control and other utility control systems are vulnerable to both intentional and inadvertent cyber securitythreats. It is therefore important to protect the SCADA Control System from such threats.
The SCADA Control System required for different utilities within QEZ-1 development shall therefore be designed, installed,tested, commissioned and operated in strict compliance with security policies, procedures and mandatory standards set bythe relevant authorities.
In addition to the above, the control system shall also comply with the risk mitigation measures, strategies and operationalmeasures set out in QEZ-1 Security Master Plan.
15.11 Potable Water & Firefighting System
The potable water distribution network for QEZ-1 is generally composed of a looped series of pipes, valves and otherappurtenances, conveying potable water from a treatment source to the end users by pressure, generally supplied by pumps.As per the Master Plan, the QEZ-1 development consists of one potable water pump station with storage reservoir anddistribution network. The pump station shall be designed to meet the potable water demand as well as the firefighting waterdemand.
A PLC based SCADA control system shall be installed in the control room of the pump station, to control and monitor thereservoir, the pump station and the network components. The SCADA system shall also be able to communicate real timewith field RTUs, wherever applicable, through fiber optic cable, PSTN, GPRS or radio communication as dictated by theProject requirement.
The SCADA system is presented within Appendix B Annexure A (Drawing Number: EZ01-ES01-AEC-PD1-DRW-PW2-300_13).
The pump station shall have I/O stations strategically located to connect the field instruments of pump station, reservoir,chlorination system, electrical equipment etc., and communicate with the SCADA. Where the discharge network has potentialbulk consumers, metering points or interface points, a PLC based remote RTU stations shall be located at these point whichshall communicate to the central SCADA through any of the communications channels described above.
15.11.1 Leak Detection System
The SCADA system shall be incorporated with Leak Detection System (LDS). The purpose of the LDS is to monitorcontinuously the running pipeline system and in case of any possible leak detected by the software a leak alarm shall beinitiated, and the System Operator shall decide and execute the necessary steps as recommended by the softwaredepending on the size of leak. The leak alarm is foreseen to provide information about the possible location of the leak.
15.11.2 Integration with KAHRAMAA’s Central Control Centre
There shall be a provision to link the pump station SCADA with the KAHRAMAA’s SCADA Control Center as and when it isrequired so by KAHRAMAA (Water & Electrical Division).
15.12 TSE Distribution System
The proposed green areas in QEZ-1 include open spaces, streetscapes and buffer zones. Accordingly, the TSE network willcomprise of a distribution network which will supply TSE to serve irrigation purposes. TSE distribution network of QEZ-1 isproposed to receive TSE from the existing distribution chamber. Hence the proposed TSE distribution network doesn’trequire a reservoir and pump station. However, a space is allocated for a reservoir and a pump station in Phase 2 (Parcel A)of the master plan, if such a need arise.
If a reservoir and pumping system will be required for irrigation system, a PLC based SCADA control system shall beinstalled in the control room of the pump station, to control and monitor the reservoir, the pump station and the networkcomponents. The SCADA system shall also be able to communicate real time with field RTUs, wherever applicable, throughfiber optic cable, PSTN, GPRS or radio communication as dictated by the Project requirement.
Qatar Economic Zone 1Infrastructure and Utility Documents Preliminary Engineering Design Phase 1
December 2014____________________________________________________________________________________________________________________________________________________________________________
Document No 2662-AECOM-RT-00GE-0290 rev. 01 Page 137
Alternatively for a smaller pump station and network, a PLC system equipped with a panel mounted Human MachineInterface (HMI) is generally sufficient to monitor and control the pump station and the network.
The pump station shall have I/O stations strategically located to connect the field instruments of pump station, reservoir,electrical equipment etc., and communicate with the control system. The control system shall have provision to interface withSatellite controller. The control system shall also have provision to connect with authority’s SCADA Control Center as andwhen it is required so by the relevant authority.
15.13 Sewerage Water System
As per the Master Plan, a Sewage Pump Station is located at the center of the development and is used to lift wastewaterstored in the sewage holding tank. This is a temporary solution until the IDRIS line (Inner Doha Re-sewerage Implementationstrategy) is constructed, wherein the wastewater shall feed into the line via a gravity network.
A SCADA based Control System is not foreseen for the temporary lifting station, while a PLC system equipped with a panelmounted Human Machine Interface (HMI) shall be sufficient to monitor and control the pump station and the network.
15.14 District Cooling Plant
The District Cooling Plant (DCP) is envisaged in the Master Plan to produce and distribute chilled water from a central plantto facilitate air conditioning within the development.
District Cooling Plants are generally constructed and operated by independent companies. Therefore the requirement ofSCADA system is governed by the operating company’s specifications. However, this section provides general overview ofthe SCADA system implemented in typical DCPs.
District Cooling Plants are typically controlled and monitored by a SCADA based Control System. The plant control systemshall have dedicated Servers, Workstations, PLC panels, IO cabinets; communication network etc., in order to monitor andcontrol the chillers, pumps, distribution network, Energy Transfer Stations etc., Each DCP shall have a dedicated controlroom to accommodate the control system components. The operator shall monitor and control the chilled water plant anddistribution system from the Plant’s control room.
The chiller local control panel and similar other equipment local controllers shall be integrated with the SCADA. EnergyTransfer Stations (ETS) at various locations of the development shall be interfaced with the overall DCP control system. AnyTSE polishing plant or internal water treatment required for DCP shall also be integrated into the control system.
