NON-REVENUE WATER MANAGEMENT SERVICES
Ref. n. GVC/LEB/H2ALL/2020/IOT02
Final Report
Prepared and submitted by:
Faraj El-Awar
Rania Maroun
Bassam Hasbini
Ibrahim Alameddine
15/06/2021
Issue and Revision Record
Revision
Date
0
15/06/2021
Originator
Reviewer
Approver
Description
BA-IA-RM-FE
FE-RM
FE
First Issue
CONTENTS
LIST OF TABLES ........................................................................................................................... III
LIST OF FIGURES.......................................................................................................................... IV
LIST OF ACRONYMS...................................................................................................................... V
1
Project Background ................................................................................................................ 1
2
Inception ............................................................................................................................... 2
3
Equipment Training................................................................................................................ 4
4
Reverse Mapping ................................................................................................................... 5
4.1 Quality of available data
...................................................................................................... 5
4.2 Methodology
....................................................................................................................... 6
4.2.1 Clean AutoCAD data ......................................................................................... 8
4.2.2 Define Project AutoCAD Data to the correct projection system .............................. 8
4.2.3 Import to ArcGIS Pro ......................................................................................... 9
4.2.4 Clean the network data manually in ArcGIS ......................................................... 9
4.2.5 Create and integrate house connections with main distribution network .............. 10
4.2.6 Generate elevation data for junctions ............................................................... 10
4.2.7 Develop topology rules and identify violations ................................................... 10
4.2.8 Check attributes for missing information or inconsistencies ................................ 11
4.2.9 Moving to WaterGEMS ................................................................................... 12
4.3 Final Geodatabases
........................................................................................................... 12
4.4 Standard Operating Procedures (SOPs)
............................................................................. 12
4.5 Training
.............................................................................................................................. 20
4.6 Challenges
.......................................................................................................................... 21
4.7 Recommendations
............................................................................................................. 22
5
Hydraulic Modeling .............................................................................................................. 23
5.1 Methodology
..................................................................................................................... 23
5.1.1 Bint Jbeil Network .......................................................................................... 23
5.1.2 Al Fouar ........................................................................................................ 24
5.1.3 Nassriyeh ...................................................................................................... 25
5.1.4 Moqraq-Toufiqiyeh......................................................................................... 26
5.1.5 Zabboud Bejjeje ............................................................................................. 27
5.1.6 Nabi Osman ................................................................................................... 28
5.2 Standard Operating Procedures (SOPs)
............................................................................. 29
5.3 Training
.............................................................................................................................. 29
5.3.1 Basic Hydraulic Modeling ................................................................................ 29
5.3.2 Hydraulic Model Calibration and Water Accounting ........................................... 31
5.4 Challenges
.......................................................................................................................... 31
5.5 Recommendations
............................................................................................................. 32
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6
Water Accounting ................................................................................................................ 33
6.1 Methodology
..................................................................................................................... 33
6.2 Water Balance – Nassriyeh
................................................................................................ 33
6.2.1 Historical Data ............................................................................................... 34
6.2.2 Quality of collected data ................................................................................. 34
6.2.3 Water Balance ............................................................................................... 34
6.3 Water Balance – Zabboud-Bejjeje
..................................................................................... 35
6.3.1 Network description ....................................................................................... 35
6.3.2 Historical Data ............................................................................................... 35
6.3.3 Quality of collected data ................................................................................. 35
6.3.4 Water Balance ............................................................................................... 35
6.4 Water Balance – Moqraq-Toufiqiyeh
................................................................................ 36
6.4.1 Network description ....................................................................................... 36
6.4.2 Historical Data ............................................................................................... 36
6.4.3 Quality of collected data ................................................................................. 36
6.4.4 Water Balance ............................................................................................... 37
6.5 Water Balance – Nabi Osman
............................................................................................ 37
6.5.1 Network description ....................................................................................... 37
6.5.2 Historical Data ............................................................................................... 37
6.5.3 Quality of collected data ................................................................................. 38
6.5.4 Water Balance ............................................................................................... 38
6.6 Water Balance – Bint Jbeil
................................................................................................. 38
6.6.1 Network description ....................................................................................... 38
6.6.2 Data Availability ............................................................................................. 39
6.6.3 Field Work ..................................................................................................... 39
6.6.4 Quality of collected data ................................................................................. 39
6.6.5 Water Balance ............................................................................................... 39
6.7 Water Balance – Fouar
...................................................................................................... 40
6.7.1 Network description ....................................................................................... 40
6.7.2 Data Availability ............................................................................................. 40
6.7.3 Quality of collected data ................................................................................. 40
6.7.4 Water Consumption ....................................................................................... 40
6.8 Standard Operating Procedures (SOPs)
............................................................................. 41
6.9 Challenges
.......................................................................................................................... 41
6.10 Recommendations ............................................................................................................. 41
7
Project Closure .................................................................................................................... 42
ANNEXES ................................................................................................................................... 44
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LIST OF TABLES
Table 1. Kickoff meeting details by RWE ................................................................................ 2
Table 2. First follow-up meeting details by RWE .................................................................... 3
Table 3. Training agenda ....................................................................................................... 4
Table 4. Equipment training details by RWE .......................................................................... 4
Table 5. Manual data cleaning steps conducted in ArcGIS ..................................................... 9
Table 6. Adopted topology rules for the water networks..................................................... 11
Table 7. AutoCAD/ GIS training agenda ............................................................................... 20
Table 8. AutoCAD/ GIS training details by beneficiary RWE ................................................. 21
Table 9. Basic hydraulic modeling training agenda .............................................................. 30
Table 10. Basic hydraulic modeling training details by beneficiary RWE .............................. 30
Table 11. Hydraulic model calibration and water accounting training details by beneficiary
RWE ...................................................................................................................... 31
Table 12. Water balance summary in Nassriyeh .................................................................. 34
Table 13. Water balance summary in Zabboud-Bejjeje ........................................................ 36
Table 14. Water balance summary in Moqraq-Toufiqiyeh ................................................... 37
Table 15. Water balance summary in Moqraq-Toufiqiyeh ................................................... 38
Table 16. Water balance summary in Bint Jbeil ................................................................... 39
Table 17. Water balance summary in Fouar ........................................................................ 41
Table 18. Project outcomes meeting details by RWE ........................................................... 43
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LIST OF FIGURES
Figure 1. Developed reverse mapping workflow/methodology ............................................. 7
Figure 2. Methodology adopted to create house connections and integrate them into the
water network .................................................................................................... 10
Figure 3. BWE networks based on the geodatabases created .............................................. 13
Figure 4. Bejjeje-Zabboud network based on the created geodatabase ............................... 14
Figure 5. Moqraq-Toufiqiyyeh network based on the created geodatabase ........................ 15
Figure 6. Nabi Osman network based on the created geodatabase ..................................... 16
Figure 7. Nassriyeh network based on the created geodatabase ......................................... 17
Figure 8. Fawwar network based on the created geodatabase ............................................ 18
Figure 9. Bint Jbeil network based on the created geodatabase .......................................... 19
Figure 10. Bint Jbeil hydraulic model, with isolation valves throughout the network. .......... 24
Figure 11. Al Fouar hydraulic model showing measurement points, calculated pressures, and
nodes with low pressure (in red). ........................................................................ 25
Figure 12. Nassriyeh hydraulic model showing measurement points, calculated pressures
and nodes with low pressure (in red). ................................................................. 26
Figure 13. Moqraq Toufiqiye hydraulic model showing measurement points, calculated
pressures and nodes with low pressure (in red). ................................................. 27
Figure 14. Zabboud Bejjeje Hydraulic Model showing the location of the proposed booster
pump. ................................................................................................................. 28
Figure 15. Nabi Osman hydraulic model showing measurement points and calculated
pressures............................................................................................................. 29
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LIST OF ABBREVIATIONS
BMLWE
Beirut and Mount Lebanon Water Establishment
BWE
Bekaa Water Establishment
GIS
Geographic Information System
GVC
Gruppo di Volontariato Civile
NLWE
North Lebanon Water Establishment
NRW
Non-Revenue Water
RFP
Request for Proposals
RWE
Regional Water Establishment
SLWE
South Lebanon Water Establishment
SOP
Standard Operating Procedures
SWMS
Smart Workforce Management System
WEs
Water Establishments
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1
PROJECT BACKGROUND
The project entitled “Non-Revenue Water Management Services” (Ref. no. GVC/LEB/H2ALL
/2020/IOT02) provides expert services for sustainable management of Non-Revenue Water
(NRW) within the localities of Nabi Osman, Moqraq-Toufiqiye, Zabboud-Bejjeje and Nasrieh
in Bekaa, Fouar in North Lebanon, and Bint Jbeil in South Lebanon. The project objective is to
support GVC’s capacity building of Bekaa, North Lebanon, and South Lebanon Water
Establishments (SLWE/NLWE/BWE). The project consists of three focus areas to meet nine
objectives as listed below:
1. Reverse mapping and data
a. Objective 1: Plan and supervise field inspections by WE staff to reverse map
uncertain components of pilot locality water networks, as well as collect
information for Objective 4.
b. Objective 2: Update WE GIS databases to accurately reflect physical realities
using adopted data models.
c. Objective 3: Design ‘Data Update SOPs’ using GIS and any other information
systems adopted by each WE (such as ERP, CRP, SCADA, SWMS).
2. Hydraulic modelling and operation
a. Objective 4. Create or update hydraulic models corresponding to pilot locality
water networks and calibrate them iteratively through (service provider
supervised) physical data collection by WE staff to match actual system behavior.
b. Objective 5. Train WE staff, through the pilot localities as case studies, on
practical hydraulic modeling for service improvement and NRW management.
c. Objective 6. Produce an SOP for each water network for local operators to abide
by to ensure optimal system performance under existing (post-intervention)
conditions balancing efficiency, equity, and asset lifetime.
3. Water accounting
a. Objective 7. Produce and report on three water balances for each of the pilot
localities; the first as soon as possible after commencing the Service, the second
at its mid-term, and the last at least two weeks ahead of and no more than one
month before its end.
b. Objective 8. Train all relevant WE staff, through the pilot localities as case
studies, on practical water accounting for NRW assessment, service
improvement, and cost recovery.
c. Objective 9. Design customized ‘Water Accounting SOPs’ and templates for use
by WEs for small-to-medium water networks similar to those of the pilot
localities.
An additional objective (Objective 0. Training on the utilization of donated NRW and water
metering equipment for the survey and analysis of water networks) was also added to the
project.
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A team of experts led by Dr. Faraj El-Awar, henceforth referred to as the Consulting Team,
was selected for executing this project, which was supposed to span over a period of six
months from commencement of implementation (September 21, 2020). However, the project
was extended by three months in light of delays that happened due to national lockdowns
imposed because of the COVID-19 pandemic. The Consulting Team was supported by GVC’s
Capacity Building Coordinator and engineers/specialists seconded to the beneficiary regional
water establishments (RWEs).
In this Final Report, the Consulting Team presents the methodologies used to achieve the
listed objectives, the project outcomes, along with the challenges faced throughout project
implementation as well as recommendations for future action.
2
INCEPTION
The inception of the project took place right after getting the commencement letter from
GVC. Individual kickoff meetings were held with the top management of the three beneficiary
RWEs, in presence of Mr. Jawad Taher from GVC. Mr. Taher introduced the Consultant Team
who led a general discussion on project objectives and activities. A focal point for liaising with
the Consulting Team was appointed by each RWE, and a general road map for implementation
was agreed. Kickoff meetings’ details are summarized in Table 1.
Table 1. Kickoff meeting details by RWE
RWE
Date
Location
Attendees
SLWE
17/09/2020
SLWE Saida Headquarters
Dr. Wassim Daher (SLWE DG)
Mr. Hassan Youssef (Donors & NGOs
Coordinator (SLWE)
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
BWE
18/09/2020
BWE Zahle Headquarters
Mr. Rizk Rizk (BWE DG)
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
NLWE
28/09/2020
NLWE Tripoli Headquarters
Mr. Khaled Obeid (NLWE DG)
Mr. Gaby Nasr (NLWE)
Mr. Simon Barakat (NLWE)
Mr. Maher Saaty (NLWE)
Ms. Layal Agha (UNICEF-NLWE)
Mr. Fawaz Dernaika (CISP)
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
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Follow-up meetings were held with the beneficiary RWEs, during which Dr. Faraj El-Awar
presented the project scope, objectives, activities, and the requirements from each RWE for
project implementation. RWE representatives discussed data availability and the challenges
faced in the project pilot areas. Additional follow-up meetings were agreed and held for
desktop data collection purposes. Details of the first round of follow-up meeting are
presented in Table 2 below.
Table 2. First follow-up meeting details by RWE
RWE
Date
Location
Attendees
SLWE
01/10/2020
Online on MS Teams Platform
Mr. Hassan Youssef (SLWE)
Mr. Kassem Abou Dib (SLWE)
Mr. Joseph Farah (GVC-SLWE)
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
BWE
05/10/2020
BWE Zahle Headquarters
Mr. Rizk Rizk (BWE DG)
Mr. Habib Chebib (BWE)
Mr. Mohamad Ismail (BWE)
Mr. Roger Salem (BWE)
Mr. Mohamed Ali Hajj Hassan (GVC-BWE)
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
NLWE
06/10/2020
NLWE Tripoli Headquarters
Mr. Gaby Nasr (NLWE)
Mr. Simon Barakat (NLWE)
Ms. Siba Raad
Ms. Roula Bissar
Mr. Jawad Taher (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
Mr. Mohamad Abbass (Consultant Team)
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3
EQUIPMENT TRAINING
An additional task to the original scope of work was to train staff of the three beneficiary
RWEs on NRW and water metering equipment provided to the RWEs by the MADAD project.
A two-day training activity on the equipment was delivered by Engineer Imad Fadel to the
staff of BWE, NLWE, and SLWE on three separate dates. The first day consisted of classroom
training, where Eng. Fadel explained the theory behind non-revenue water and leak
detection, as well as pressure and flow measurement. The second day consisted of field
training on the provided equipment. Table 3 below presents the program of implemented
training agenda.
Table 3. Training agenda
Session
Day 1 (In-class Training)
Day 2 (Field Training)
08:30 – 10:00
NRW and leak detection
Practical exercise on metal pipe detection and
usage of inspection cameras
10:00 – 10:30
Break
Break
10:30 – 12:00
Pressure and flow measurement
Water leak detection on water network (mains
and house connection) using digital and manual
ground sound amplifiers
12:00 – 12:30
Break
Break
12:30 – 14:00
Overview on procured leak
detection, pressure, and flow
measurement equipment
Practical exercise on data logger and portable
ultrasonic flow meter
The dates of the training sessions, their location, along with the number of attendees by RWE
are presented in table below.
Table 4. Equipment training details by RWE
RWE
Date
Location
# of attendees
Overall workshop evaluation
SLWE
02/12/2020
03/12/2020
SLWE Saida Headquarters
Sharhabeel town
12 (Day 1)
14 (Day 2)
4.9/5.0
NLWE
9/12/2020
10/12/2020
NLWE Tripoli Headquarters
Bohsas town
12 (Day 1)
12 (Day 2)
4.8/5.0
BWE
29/12/2020
30/12//2020
BWE Zahle Headquarters
Nasriyeh town
5 (Day 1)
9 (Day 2)
4.6/5.0
The equipment training was very well received by the participants with an overall workshop
rating between 4.6 and 4.9 out of 5.0. The trainees emphasized the need to repeat such
trainings on a regular basis with a smaller number of participants to get more personalized
training on the same equipment as well as on other equipment and tools. Participants also
requested to conduct a dedicated training to IT staff.
Details of the training events for all beneficiary RWEs are presented in Annex A.
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4
4.1
REVERSE MAPPING
Quality of available data
The main aim of the Reverse Mapping task is to ensure that the AutoCAD drawings received
by the three beneficiary RWEs were assessed, edited, and cleaned to guarantee a seamless
import into WaterGEMS for subsequent hydraulic modeling. The import of network elements
from AutoCAD to GIS is a common and straightforward process that is considered as a basic
step, and standalone tools have been created to facilitate this step. Yet, these tools only work
if the AutoCAD file is properly generated and referenced. Unfortunately, this was not the case
in most of the networks under study, especially the four networks of the localities that belong
to the Bekaa Water Establishment.
Across all studied localities among the three beneficiary RWEs, none of the AutoCAD files had
a properly defined coordinate system. As such, the first step was to test different typical
coordinate systems used in Lebanon to determine the coordinate system used to draw the
CAD data. Most often than not, the coordinate system used was the Stereographic Lebanon
system, which is a local projected coordinate system. Some networks in the BWE were drawn
with an offset from the Stereographic Lebanon and thus had to be linearly shifted to ensure
their correspondence on the map.
One of the major frustrations that was common across all studied networks was the fact that
the AutoCAD files were created without defining and enabling the snapping environment. As
such, pipes never connected, and valves and tanks were found to be floating and not
associated to a corresponding pipe. Another major issue that was faced when working with
the CAD data was the poor enforcement, or often the complete disregard, of the central
concept of layering when creating the data. As such, pipes could not be segregated based on
diameter or material, and most often pipes were drawn in the same layer as roads, retention
walls, and even buildings.
Most often, the needed information on the pipes was provided in the form of annotations.
Moreover, many pipes were found to be duplicated or ‘orphaned’, and many were missing
information on their respective diameters and material. Information on pipe tees and
reducers was also not consistently presented as stakes in the CAD file, with several junctions
missing a detailed schematic describing the pipe connections. Elevation data was also largely
scant, thus prohibiting their proper use to calculate accurate height differences between
different network elements. Additionally, water flow in many sections of the network was not
properly identified.
Unfortunately, most networks were also missing their house connections entirely or failed to
ensure that the water meters were connected to the main network. Another major issue that
hindered this task was the misrepresentation of the valves, endpoints, tanks, and wells as
polylines instead of points. While this mistake is not critical when printing maps, it is a major
blunder when the CAD data is destined for building the skeleton of a hydraulic model, because
it becomes impossible in this case to ensure the coincidence of any of these elements with
their related pipes.
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4.2
Methodology
In light of the above-mentioned challenges in the quality of available data, there was a need
to develop a consistent and comprehensive methodology that would ensure that all observed
limitations in the six networks are properly identified, categorized, and resolved. A simplified
schematic of the developed workflow is shown in Figure 1. Note that for the case of Bint Jbeil
network, steps 1 to 3 of the identified workflow were not necessary given that the data was
already imported from AutoCAD into a geodatabase that was augmented with a geometric
network. Below is a brief description of different steps that were taken as part of the
developed workflow.
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Figure 1. Developed reverse mapping workflow/methodology
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4.2.1
Clean AutoCAD data
Each of the AutoCAD files, which were received from the beneficiary RWEs, was viewed and
edited in AutoCAD. Editing focused on:









Snapping pipes together at tees, based on the information provided in the AutoCAD,
as stakes
Introducing breaks in the lines that were used to draw pipes with different diameters
Cleaning the AutoCAD model by removing all elements that are not part of the
network (cartouche, annotation, etc.)
Converting valves from polyline to points and then moving them to appropriate layers
based on their functions, then snapping them to their corresponding pipe
Creating different layers for pipes based on their diameters and then moving each pipe
to its corresponding layer
Determining the projected coordinate system used in the CAD file and conducting any
needed offsetting to guarantee that the CAD grid corresponds to reality
Ensuring that the endpoints of each pipe coincide with a valve, another pipe, air valve,
pressure regulating valve, endcap, washout, house, pumping stations, well, or tank
Making sure that pipes with different diameters and that are overlapping or drawn as
a single line are converted to separate pipes with a minor offset to indicate that the
pipes are different
Adding relevant information on the tanks (e.g. dimensions, elevation, etc.) by means
of creating blocks
It should be noted that while maximum care was done to clean the AutoCAD file, the process
is manual and is prone to human error. As such, there is no guarantee that all issues in the
“As-Built” drawings can be fixed within the AutoCAD environment. This necessitated the
export from AutoCAD to ArcGIS.
4.2.2
Define Project AutoCAD Data to the correct projection system
The import of AutoCAD data into ArcGIS is fully supported in ArcGIS Pro as well as ArcMap.
Yet, in both cases there is a need to ensure that the CAD data has a well-defined projection
system. Unfortunately, all the AutoCAD files that were delivered to the RWEs by various
consultants and contractors, and that were made available to the Consulting Team, were not
assigned a proper coordinate system. This problem hindered the CAD data direct import to
the ArcGIS environment.
Several steps had to be taken to guess/determine the adopted coordinate system before
import to GIS. This was done by looking at the X Y values displayed as annotations within the
AutoCAD grid to get a sense of the possible coordinate systems used. In some cases, this was
complicated by the fact that the AutoCAD file used a local (file-specific) coordinate system
that is not congruent to that displayed on the grid (e.g. Fouar network). Most files received
from the RWEs were found to use the Stereographic Clarke 1880 system. In some cases, we
found some files that adopted a linearly shifted system based on the Stereographic Clarke
1880 system.
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Once the projection system used in the AutoCAD file was determined, it was defined in ArcGIS
Catalog. When properly projected, the CAD files were opened in ArcGIS and drawn on top of
a base map to ensure that the file has the correct coordinate system. Any inlays or objects
found outside the study area were studied and deleted if they were deemed to be a result of
poor data management in the original CAD file.
4.2.3
Import to ArcGIS Pro
Once the AutoCAD data for a given study area was properly projected, it was exported into a
feature dataset within a geodatabase. This allowed for the creation of topology rules that are
needed to identify issues that lingered after editing the data in AutoCAD.
4.2.4
Clean the network data manually in ArcGIS
In an effort to reduce the number of errors that will be identified through the use of topology,
the data was once again cleaned manually in ArcGIS. Different steps that were followed prior
to error identification by means of the defined topology rules are listed in Table 5.
Table 5. Manual data cleaning steps conducted in ArcGIS
Lines
Points
Removing falsely identified pipes due to poor
layering
Convert valves, tanks, wells from polyline to
point
Trim all pipes that extended beyond their
connections with other pipes to ensure
connectivity in the network
Snap all newly created point data to the
nearest pipe and check every control valve to
ensure that it snapped to the right pipeline
Address issues related to undershoots by
extending pipes and/or to overshoots by
trimming the pipes
Spilt pipes at every valve. This will ensure that
WaterGEMS will be able to collocate the valve
with its pipe and allow it to regulate the flow in
the associated pipe
Use the Feature To Line tool in ArcGIS to add
vertices and split pipes at any intersection with
another pipe
Consult the stakes and ask the operators
concerning the location of valves that were
placed at vertices of pipe connections.
Manually move the valves to their correct
location on the network
Ensure that all house connections are
connected to the network and that a junction is
added at each connection point
Ensure that the valves had the same diameters
as their corresponding pipes
Delete Identical pipes that were drawn by
mistake in AutoCAD
Concert the elevation data in annotation
format from the AutoCAD file into point data
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4.2.5
Create and integrate house connections with main distribution network
One of the most common problems faced across all networks was the lack of representation
of household connections and their integration within the water distribution network. This
was resolved by adopting a methodology based on the use of five ArcGIS tools as shown in
Figure 2. This methodology allowed for the creation of direct connection between household
meters and the nearest pipe within the network. The adopted approach assumed that each
building/household meter was supplied with water from the closest pipe.
Figure 2. Methodology adopted to create house connections and integrate them into the water network
4.2.6
Generate elevation data for junctions
Most of the AutoCAD files had very limited elevation data in their models. Whatever elevation
data was available was imported into ArcGIS as point data. In the event that there was a good
density of elevations points, they were used to generate a surface elevation raster using
geospatial analysis (IDW tool or Kriging). In most instances however, the CAD files had too
few elevation points to extrapolate for the entire study area. In these situations, we made
use of elevation data either from local contour maps (5 meter contours if available) or from
global free to download DEMs (ASTER Global Digital Elevation Model (GDEM) Version 3
(ASTGTM) resolution of 1 arc second (~ 30 meter). Elevation data were then extracted and
associated with each vertex, valve, and tank in the network.
4.2.7
Develop topology rules and identify violations
In an effort to make sure that the relationships between different elements of the network
are properly respected, topology rules were used. A set of topology rules were generated to
govern the relationships of features within each feature class and to govern the relationships
between features from two different feature classes. The adopted topology rules that were
implemented are summarized in Table 6 below, along with the role they were used for. Once
the topology rules were defined for each network, the whole network was validated for its
conformity to the topology.
Validating the topology means checking all its features to identify any violations of the rules
that have been defined for the topology. Topology violations picked up by the Error Inspector
in ArcGIS were viewed individually and resolved either through the Fix Topology Error tool or
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by manual editing. In several cases where exceptions to the defined rules was appropriate,
the identified errors were marked as exceptions. Each network was revalidated to ensure no
additional errors were identified by the software.
Table 6. Adopted topology rules for the water networks
Geometry
Must Be Larger Than Cluster
Tolerance
Must Not Overlap
Must Not Intersect
Must Not Intersect With
Must Not Have Dangles
Must Not Overlap With
Must Not Self-Overlap
Must Not Self-Intersect
Must Be Disjoint
Must Coincide with
Endpoints Must be Covered
Must Be Covered By
Endpoint Of
4.2.8
Function
Lines
 Defined a cluster tolerance for the pipe layer(s) to ensure that
any remaining dangle in the network is identified and that small
pipes with lengths less than 1 m are identified and individually
checked
 Ensured that any duplicated pipes or overlapping pipes are
identified. Duplicates were deleted and overlaps were either
kept or nudged a bit.
 Used to identify locations where pipes intersected each other
without a junction
 Used to make sure that the house connections did not intersect
with the main transition lines and that the main transmission
lines did not directly link to the distribution lines
 Used to find any dangles in the pipe network
 Used to ensure that the distribution lines and transmission lines
do not overlap
 Used to make sure that no pipe is drawn with a segment that
self-overlaps with itself
 Used to make sure that no pipe is drawn with a segment that
self-intersects with itself
Points
 Used to make sure that no two valves overlap with each other
 Used to ensure that all valves coincided with a created pipe
junction
Line-Point
 Used to ensure that the PRV were placed on a pipe
 Used to ensure that the air valves were placed on a pipe
 Used to ensure that the endcaps were placed at the endpoints
of a pipe
 Used to ensure that the valves were located at the endpoint of a
pipe
 Used to ensure that the endcaps were placed at the endpoints
of a pipe
 Used to ensure that the house meters were placed at the
endpoints of house connection pipes
Check attributes for missing information or inconsistencies
Once the networks were geometrically correct, their attribute data was checked to ensure
that no entries in critical fields were left empty (e.g. pipe diameters). Also, we checked to
ensure that the diameters reported for the valves corresponded to equivalent pipe diameters.
All errors of omission or data inconsistency were resolved by contacting the local operators,
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RWE engineers, or GVC seconded engineers. In the event that the issue was not resolved, field
visits were arranged.
4.2.9
Moving to WaterGEMS
Once the data was cleaned and its attributes filled, the pipe network was split into small
sections by creating junctions at every pipe connection or at each valve. This is a required step
for the proper import of GIS data into WaterGEMS. Additionally, all feature classes in the
geodatabases were exported as shapefiles, given that WaterGEMS currently does not read
feature classes.
Produced shapefiles are presented in the Final Report subfolder:
“1.ReverseMapping_GIS_Deliverables/1a.Shapefiles”.
4.3
Final Geodatabases
Based on the methodology detailed above, geodatabases with their corresponding topologies
were created for the networks of each of the studied localities. The resulting networks of the
studied localities are shown in Figures 3 - 9 below.
Produced geodatabases are presented in the Final Report subfolder:
“1.ReverseMapping_GIS_Deliverables/1b.Geodatabases”.
4.4
Standard Operating Procedures (SOPs)
A set of standard operating procedures (SOPs) was developed, as required by the project, for
implementation by the GIS departments of the RWEs to clean existing files and get them ready
for future use in hydraulic modeling or asset management. However, it was found that all the
beneficiary RWEs have not been using any standard requirements to be included in RFPs for
water network projects that would require consultants/contractors to deliver “As-Built” maps
with certain standard quality.
Therefore, in an effort to fill this gap within all the beneficiary RWEs, the Consulting Team
developed a set of standard requirements, in English and Arabic, on top of the required SOPs
in order to streamline the transfer of data from the AutoCAD “As-built” maps, delivered by
consultants/contractors, to WaterGEMS through GIS environment. The developed standard
requirements, which are targeted to consultants/contractors as well as CDR and international
donors, are necessary to ensure that the generated AutoCAD files of “As-Built” maps are of
sufficient quality to be used in hydraulic modeling. This set of requirements was generated
through a collaborative effort led by the Consulting Team with relevant staff of all beneficiary
RWEs as well as GVC.
The developed requirements in English and Arabic and associated SOPs are presented in
Annex B, C, and D respectively.
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Figure 3. BWE networks based on the geodatabases created
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Figure 4. Bejjeje-Zabboud network based on the created geodatabase
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Figure 5. Moqraq-Toufiqiyyeh network based on the created geodatabase
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Figure 6. Nabi Osman network based on the created geodatabase
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Figure 7. Nassriyeh network based on the created geodatabase
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Figure 8. Fawwar network based on the created geodatabase
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Figure 9. Bint Jbeil network based on the created geodatabase
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4.5
Training
As part of the training and capacity building activities towards improved NRW management
services at the beneficiary RWEs, a one-day customized online training on AutoCAD/GIS was held
for each of the three RWEs, with the overall objective of relaying to the relevant staff the
problems and deficiencies encountered with the AutoCAD/ GIS network data submitted by the
RWE consultants/contractors and providing them with tools and tips to improve this data, using
both AutoCAD and GIS, and prepare it to be used for hydraulic modeling. The training agenda is
presented in Table 7 below and the training material is presented separately in the Final Report
folder as “2.ReverseMapping_TrainingMaterial.pdf”.
Table 7. AutoCAD/ GIS training agenda
Time
Topics
8:30-10:15



Introduction and welcome note
Starting from AutoCAD
• AutoCAD and GIS: the need to transfer data
• Common problems with bag of tricks
• The need for Standard Operating Procedures (SOPs)
Practical Exercise
10:15-10:30
BREAK
10:30-11:30




11:30-11:45
BREAK
11:45-12:45


Dealing with spatial projection issues
Common problems faced during the reverse mapping
A bag of tricks
Practical Exercise
Establishing and effectively using Topology rules to resolve common problems
• Line rules
• Point rules
• Connectivity
Practical Exercise
12:45:13:00
BREAK
13:00-13:30



Geometric networks and what can they offer
• Establish water flow direction
• Ensure network integrity
• Discover and model the connectivity relationships
• Define sources or sinks
Practical Exercise
Q&A session
The Consulting Team used the training sessions also to present the developed set of standard
requirements, setting minimum standards for AutoCAD/GIS network data and “As-Built” maps
submitted to the RWEs. These were later reviewed by relevant RWE staff and finalized
accordingly, as mentioned earlier, and presented in Annex B and C.
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The dates of the training sessions, their locations, along with the number of trainees by RWE are
presented in table 8 below. More details on the training per establishment are provided in Annex
E. All trainings were conducted online due to the Government imposed lockdown because of the
Covid-19 pandemic. As evident in Table 8, the trainees were very satisfied with the training and
emphasized the need for more practical trainings that are conducted in person.
Table 8. AutoCAD/ GIS training details by beneficiary RWE
RWE
Date
Location
# of attendees
Overall workshop evaluation
SLWE
04/02/2021
Online/ WebEX platform
8
4.4/5.0
NLWE
18/02/2021
Online/ WebEX platform
7
4.4/5.0
BWE
04/03/2021
Online/ WebEX platform
6
4.7/5.0
4.6
Challenges
Several challenges were encountered with the task of reverse mapping. Unfortunately, most of
these challenges would have been avoidable had consultants/contractors that delivered the "As
built" drawings envisioned that the AutoCAD files were destined to form the backbone for
developing hydraulic models, optimizing operational regimes, as well as creating an asset
management system. The lack of consistency in the format, symbology, and layering between
different AutoCAD files also proved to be a major challenge when it came to developing a
reproducible workflow for all locations.
The improper use of snapping and layering in AutoCAD was another blunder that caused
cascading issues with regards to data integrity and connectivity. These issues should be
addressed through detailed requirements to be imposed on consultants and contractors to
deliver proper “As-Built” maps to the RWEs. Otherwise, the GIS departments at the RWEs will be
left with the time-consuming and almost impossible task of cleaning the delivered maps in-house.
Another major challenge was the adoption of the local Stereographic Clarke 1880 system as a
projection system for most of the CAD files. While this system is accurate, it is not a recognized
projection system in most software, and that often results in poor correspondence with base line
maps. Additionally, we observed minor discrepancies between the networks that belong to
different beneficiary RWEs in the parameter values they used to convert from the Stereographic
Clarke 1880 system to the WGS 1984 system. This can cause minor shift that may not be apparent
for the naked eye but can lead to connectivity problems within the networks.
Finally, the fact that the elevation data was sparse and not available at most junctions of the
networks forced us to either model elevation variability from the data that was provided or to
use freely available DEMs. This step can introduce errors due to differential resolution, yet in
most cases the relative height difference between the tank and the other elements is large
enough to compensate for these introduced errors.
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4.7
Recommendations
The Consulting Team recommends that there is a need for the GIS departments in the RWEs to
fully embrace geodatabases for GIS file storage and to make use of topologies and geometric
network functionalities to extend the scope of what their data can provide answers for.
Moreover, the adoption of field-based GIS surveying platforms such as Collector, Field Maps, and
Survey123 by ESRI will help ensure that updates made on the ground or inconsistencies in the
network are identified, resolved, and reflected in the network GIS maps and geodatabases.
It is also recommended that high resolution elevation data is procured for the serviced areas to
ensure that pressure heads are properly determined and that the UTM 36 N projected system is
adopted as the sole projection system to store data at all RWEs. As networks undergo continuous
changes due to expansion and maintenance, the GIS representation of these networks will also
need to be continuously updated to better reflect the reality on the ground so as to ensure the
quality of the hydraulic model outputs.
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5
HYDRAULIC MODELING
5.1
Methodology
The modelling of all networks of the studied localities was performed using WaterGEMS,
developed by Bentley Systems Incorporated (BSI), which is an industry standard package that can
read pipe network input from several formats. Network information were obtained from GIS and
were imported into the model through the Model Builder tool. Initially, the obtained network
configurations were superimposed on a Google map and the households which draw water from
the network were identified. Subsequently, a unit demand of 1.0 m3/day was assigned to regular
houses, as seen in Google Earth, in agreement with the regular household subscription system
that is used by all RWEs in Lebanon.
For larger and smaller houses, this unit demand was increased proportionally as per the unit size
seen in Google Earth. Subsequently, network connectivity was established by removing dead
nodes and orphan pipe sections. This continued until no more errors were observed in running
the model. Finally, pressure heads were measured at selected points throughout the network.
Collected pressure readings were then used to calibrate the model. Calibration was performed
by adjusting demand, tank elevation, and Hazen-Williams friction coefficients of individual pipe
sections until obtained pressure readings were consistent with the measured pressure readings
throughout the network. The following paragraphs describe individual networks and models of
the studied localities, and the full hydraulic models are located in the Final Report subfolder,
“HydraulicModeling_Deliverables”.
5.1.1
Bint Jbeil Network
Bint Jbeil pipe network is an extensive network comprising over 48 km of piping of different sizes.
These pipes convey water from seven tanks to over 2,700 demand connections. Elevation
differences reached 140 m between areas next to Maroun El Ras and areas close to Ain Ebel on
the other side of the city. This is the reason for the significantly high-pressure readings and
measurements throughout the network. The differences in pressure throughout the network
reflect the change in terrain topography. The model was run with all tanks supplying the entire
network. However, in reality there are up to twenty-one sectors receiving water on separate
schedules.
Elevation data and network layout were both obtained from SLWE, which referred to an existing
layout developed in collaboration with GVC. Pump throughput data were obtained from data
sheets provided by the network operator. These sheets showed only pump flows varying from
226 m3/hr to 286 m3/hr at a head of 90 m. No pump curves were available to verify these figures,
but the combination of this high head along with significant elevation differences throughout the
system produced high network pressures sometimes reaching 15 bar, which is excessive and
could have negative impact of the pipe network durability. Pending an update of network
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information from SLWE, the developed model should be considered as a skeleton or a foundation
for a more detailed model which can serve to improve and optimize the entire water distribution
operation in the city of Bint Jbeil. Recommended improvement measures are presented in the
Recommendations paragraph. Once these measures are implemented an exercise of Extended
Period Simulations (EPS) must be undertaken whereby the network operation is simulated over
several days. This will help analyze and improve the present operation which is critical for larger
networks such as the Bint Jbeil network. Figure 10 below shows the main features of the Bint
Jbeil hydraulic model.
Figure 10. Bint Jbeil hydraulic model, with isolation valves throughout the network.
5.1.2
Al Fouar
Al Fouar water network is a mid-sized network supplied from two tanks. One of these tanks is
equipped with a pumping station with a capacity of 10.71 l/s @ 30 m head. The number of
household connections identified from Google Earth is 742 connections. Running the model
revealed that some areas towards the North Western side of town experience a low-pressure
supply. This was further confirmed from field measurements. As inferred from the model,
potential improvements to the system involve boosting of the pressure from the second reservoir
to enhance pressure distribution in the North Western side of Al Fouar.
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It is worth noting that there were some discrepancies between some pipe diameters obtained
from GIS geodatabases based on cleaned As-Built AutoCAD files, which were used in the model,
and diameters reported by operators during the presentation of the project outcomes.
Therefore, it is recommended to verify diameters of certain network sections. The
recommendations at the end of this section also apply for improving the usability of the hydraulic
model of Al Fouar, which is shown in Figure 11 below.
Figure 11. Al Fouar hydraulic model showing measurement points, calculated pressures, and nodes with low
pressure (in red).
5.1.3
Nassriyeh
The Nassriyeh network is a relatively small network supplying 248 household connections. The
source of supply is a tank located at an altitude of 1,060 m. The lowest point in the network is
located at 995 m. The total flow as calculated from the demand junctions is 175 m3/day on the
average. Running the model revealed that elevated areas in the vicinity of the tank and areas
located further to the west of the town experience low pressure. Potential improvements include
the installation of a pump downstream to the tank and scheduling the distribution of water
throughout the day.
It should be noted that in the process of calibrating the model severe measures had to be taken,
such as reducing Hazen-Williams friction coefficient to less than 50, even though the network is
relatively new. These extreme values had to be applied in order to match measured pressure
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with calculated pressure at certain nodes. The large discrepancy between measured and
calculated pressure at certain measuring nodes of the network indicates the presence of illegal
suction pumps at some household connections, which could not be identified within the
constraints of data collection. The hydraulic model, which is shown in Figure 12 below, could be
used in the future to help BWE locate immediate vicinity of such illegal pumps.
Figure 12. Nassriyeh hydraulic model showing measurement points, calculated pressures and nodes with low
pressure (in red).
5.1.4
Moqraq-Toufiqiyeh
The Moqraq-Toufiqiyeh network has 1,256 household connections supplied through a piping
system that exceeds 40 km in length. The network operates entirely by gravity as the elevation
difference between the tank and the lowest point is 161 m. The lowest elevation difference is
17.5 m which should translate into a minimum network pressure of 1.5 bar. However, in spite of
this elevation differential measured pressures were often below 1 bar, which clearly indicates an
excessive consumption, and probable use of illegal suction pumps, in areas close to the tank
leaving the remaining network sections to operate at low pressure. Obviously, the remedy is to
control illegal suction pumps but this is not always possible. Accordingly, it is recommended to
operate the network while isolating areas with equal demands and using rationing water
distribution schedules. Figure 13 below shows the features of the Moqraq-Toufiqiyeh hydraulic
model.
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Figure 13. Moqraq Toufiqiye hydraulic model showing measurement points, calculated pressures and nodes
with low pressure (in red).
5.1.5
Zabboud Bejjeje
The Zabboud Bejjeje water distribution network is a 31 km network supplied with water from
two tanks located in Zabboud and serving 503 connections. There is a 100 m of difference in
elevation between the tank in Zabboud and the lowest point located to the north of Bejjeje.
According to the built hydraulic model, several areas in Bejjeje were found to be operating on
low pressure. This was also confirmed by field pressure measurement.
Numerous attempts were made to isolate sections of the network or add piping to equalize the
pressure through the developed hydraulic model but that proved futile. A remedy for this
situation is to install a relatively small pump boosting the pressure by just 20 m along the pipeline
going to Bejjeje. This is illustrated in Figure 14 below.
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Figure 14. Zabboud Bejjeje Hydraulic Model showing the location of the proposed booster pump.
5.1.6
Nabi Osman
The Nabi Osman distribution network is a 25 km network supplied with water from a tank located
at an elevation of 1,045 m approximately 1 km to the Southeast of the town. A difference of 169
m exists between the tank and the lowest point located approximately 2.1 km to the Northwest.
The neighborhood of Dawra, located in the middle of the network, experiences low pressure
mostly due to the over consumption and the use of illegal suction pumps within upstream
household connections.
Readings of the bulk meters revealed a daily flow varying roughly between 100 to 1,100 m3/day.
As such, it is estimated that flow is discharged over the course of 4-5 hours per day, if the 220
m3/hr flow figure reported in the earlier study of the same network is considered. Calibration of
the hydraulic model confirmed that adequate pressure is prevalent in the upstream reaches of
the network. Running the model shows that the resolution of these problems could be achieved
through the installation of pressure reducing valves at section located mainly upstream the
network.
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Figure 15. Nabi Osman hydraulic model showing measurement points and calculated pressures.
5.2
Standard Operating Procedures (SOPs)
Standard operating procedures (SOPs) for building hydraulic models that represent water
distribution networks were developed within the project. The SOPs include a theoretical
background section, which shows all relevant hydraulic equations and friction loss calculation
methods. The developed SOPs (Annex F) were circulated to relevant staff of the beneficiary RWEs
for feedback and were finalized accordingly.
5.3
5.3.1
Training
Basic Hydraulic Modeling
A one-day online training on basic hydraulic modeling was held with the overall objective of
teaching relevant staff of beneficiary RWEs how to build simple hydraulic models of small water
distribution networks using WaterCAD and/or WaterGEMS. The training agenda is presented in
Table 9 below, and the training material is presented separately in the Final Report subfolder,
“4.HydraulicModeling_WaterAccounting_TrainingMaterial”. Training started with a review of
basic hydraulics including the Continuity and Energy equations followed by the fundamentals of
hydraulic modelling. Subsequently trainees were taught to develop a simple model and operate
a complex model. The training also covered various methodologies for data input and additional
online resources for staff who might be interested in further learning.
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Table 9. Basic hydraulic modeling training agenda
Time
Topics
8:15-9:45



9:45-10:00
BREAK
10:00-11:00





11:00-11:15
BREAK
11:15-12:15




12:15-12:30
BREAK
12:30-1:00






Introduction and Welcome Note
Pre-Training Evaluation Poll
Refresher in Hydraulics
• Conservation of mass and energy equations
• Friction Loss equations including minor losses
• Orifice Equation
Practical Exercise: preparation of a simple hydraulic model in Excel
What is a hydraulic model and modelling approach
Types of hydraulic models and modeling software
Uses of hydraulic models
Major network components and input parameters
Interface of WaterGems and necessary functions
Development of a simple model and viewing/analysis of results
Running a detailed model and analysis of results
Running scenarios and analysis of results
Practical Exercise for Pilot Network
Online sources for further learning
Building WaterGEMS models from other sources
Q&A session
Post-training Evaluation Poll
Training Evaluation Poll
The dates of the training sessions, their location, along with the number of trainees by RWE are
presented in table 10 below. More details on the training per establishment are provided in
Annex G. All trainings were conducted online due to the Government imposed lockdown
because of the Covid-19 pandemic. As evident in Table 10, the trainees were very satisfied with
the training and emphasized the need for more practical trainings that are conducted in person.
Table 10. Basic hydraulic modeling training details by beneficiary RWE
RWE
Date
Location
# of attendees
Overall workshop evaluation
SLWE
11/02/2021
Online/ WebEX platform
8
4.6/5.0
NLWE
25/02/2021
Online/ WebEX platform
6
4.7/5.0
BWE
11/03/2021
Online/ WebEX platform
7
4.2/5.0
Finally, the attendees recommended the following:



Follow up with more advanced training
Consider different scenarios of demand and valve distribution
Conduct more practical exercises during the training
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

Train on importing files from GIS, CAD, and Excel
Train on Water Hammer/surge analysis
5.3.2
Hydraulic Model Calibration and Water Accounting
A final one-day online training was conducted on hydraulic model calibration and water
accounting for the beneficiary RWE staff, with the objectives of (1) presenting the developed
hydraulic models for the studied localities, explaining the underlying assumptions, as well as the
models’ capabilities and methodology for updating them, and (2) presenting the water balance
methodology, as well as results and recommendations for reliable water accounting. The dates
of the training sessions, their location, along with the number of attendees by RWE are presented
in table 11 below. The training presentations can be found in the Final Report subfolder,
“4.HydraulicModeling_WaterAccounting_TrainingMaterial”. As evident in Table 11 below, the
trainees were very satisfied with the training.
Table 11. Hydraulic model calibration and water accounting training details by beneficiary RWE
RWE
Date
NLWE
03/06/2021
Location
Online/ WebEX platform
BWE
SLWE
5.4
# of attendees
Overall workshop evaluation
5
4.1/5.0
7
10/06/2021
Online/ WebEX platform
4
4.6/5.0
Challenges
The main challenges faced during the development of the hydraulic models were related to the
availability and correct representation of data. This included availability of information on
network operation, as well as connection data. Initially, the provided network configurations
proved challenging as many pipe connections had to be corrected to obtain a functional model.
Obtaining the actual operation of the networks proved to be another challenge. Whenever the
hydraulic model was built, it was often run with all reservoirs and valves open. In reality, this was
seldom the case, but operation information was always maintained with a skilled operator and
was not well documented. Obtaining such information was not straightforward and took a lot of
effort.
Finally, calibration of the model depends on obtaining proper flow and pressure measurements,
preferably taken at the same time. For this project, pressure readings were taken during same
days but at different times and sometimes under different operation scenarios.
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5.5
Recommendations
The developed models represent the respective networks and can be used to assess current
operations, evaluate network modifications, and guide network operation/improvement.
Nevertheless, these models must be developed further with particular emphasis on the following
aspects:

Unit water consumption: a unit household consumption of 1.0 m3/day was assumed for
average houses visible through Google Earth. This unit consumption was increased for
larger houses. It is important however to use total consumption daily readings from bulk
meters for the model. Accordingly, it is recommended to extract unit consumptions from
WaterGEMS, sum them up and adjust these proportionally so that the total model
consumption would be matched with that of the bulk meter readings. The comparison of
house counts obtained from Google Earth against the actual number of subscribers didn’t
yield a wide discrepancy. Nevertheless, the actual count of houses is a more accurate
starting point.

Pipe layout: for several networks, water pipes run parallel to each other, often in close
proximities. This is not a normal engineering practice but is widely practiced in villages and
small towns in Lebanon to avoid social tensions. Accordingly, operators must verify these
alignments and adjust if necessary.

Isolation valves: the operation of water networks is performed by manually opening and
closing operation valves located throughout water networks. The location of valves within
the networks must be verified so that the next step can be implemented.

Inputting operational scenarios: correct operational scenarios can be entered into the
network by adjusting the scenarios/alternative commands in WaterGEMS. This allows for
making extended runs which simulate actual operations closely.

Continuous model update: computer models require continuous update as additional
information on the network becomes available. The ultimate accuracy of the model output
depends on the accuracy and level of detail of the input.
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6
6.1
WATER ACCOUNTING
Methodology
Water accounting in the project studied localities was done by (a) collecting bulk and household
water meter readings from all localities; (b) using the water meter collected data to calculate the
average daily water supply and household consumption; and (c) calculating physical water losses,
commercial NRW, and other standard NRW KPIs in the analyzed networks. Bulk and household
water meter reading was done by field staff of beneficiary regional water establishments (RWEs)
with full support from the Consulting Team that initiated the meter reading campaigns, led the
scheduling of water meter reading by RWE staff, and coordinated the whole data collection
process. Raw data of water meter readings, as well as detailed calculations of water balance,
water consumption patterns, and other typical NRW KPIs are shown in Final Report subfolder,
“5.WaterAccounting_Deliverables”.
It should be noted that a fast analysis of the received household water meter readings from most
of the studied localities showed that the quality and reliability of the collected data are generally
very low. A significant number of the readings could not be used in the water balance calculations
because they either had negative values, extremely high positive values (outliers), same
repeating values in all readings, or zero readings. Therefore, readings of household meters had
to be filtered by setting upper and lower limits, and then substituting outlier and negative
readings by the average of corresponding historical readings. Repeating and zero readings were
taken out of the list.
Four consecutive water meter readings were were taken in each of the studied localities. These
readings were used to produce three periodic water supply and consumption figures, as well as
corresponding daily averages, within each of the networks. Consecutive readings of bulk meters
were subtratcted from each other to calculate total periodic water supply into the network. On
the other hand, individual household consuption was calculated by subtracting consecutive
readings of household meters. Total periodic water consumption was calculated by summing up
all household consumption figures throughout the network.
Subsequently, obtained figures were divided by the respective number of days for each period
to obtain daily averages of water supply and consumption. It should be noted that this simple
mass balance approach to calculate the supply and consumption, as well as the water balance,
within the network was adopted because the poor quality of the collected data prevented the
Consulting Team from using more complicated approaches. Below are summaries of water
balances of the six studied localities in which the project was implemented.
6.2
Water Balance – Nassriyeh
Nassriyeh water network is a 13.1 km network supplied from one reservoir located at an altitude
of 1,060 m above sea level. Two bulk meters measure the water supply through the two main
network lines (200 & 90 mm). Readings were received from BWE staff from 203 household
connections. A count of houses throughout the town on Google Earth revealed 247 houses, which
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means that 44 houses (about 18% of the town’s households) are not “officially” connected to the
network.
6.2.1
Historical Data
Historical data of bulk and household water meter readings and calculations of water supply to
the network and household consumption, which were done by GVC team, were made available
to the Consulting Team. The provided historical data (11 bulk and household (HH) water meter
readings) enabled the Consulting Team to enhance the data collected during the current project
through the replacement of the significant number of outlier and negative readings with
corresponding historical averages.
6.2.2
Quality of collected data
A fast analysis of the received household water meter readings showed that the quality and
reliability of the collected data are very low. A significant number of the readings could not be
used in the water balance calculations because they either had negative values, extremely high
positive values (outliers), same repeating values in all readings, or zero readings. As mentioned
above, readings of household meters were filtered by setting upper and lower limits, and then
substituting outlier and negative readings by the average of corresponding historical readings.
Repeating and zero readings were taken out of the list.
6.2.3
Water Balance
The calculations of water supply and consumption, physical water losses, physical non-revenue
water (NRW), and commercial NRW are presented in the table below:
Table 12. Water balance summary in Nassriyeh
Parameter
Volume 1
3
Volume 2
Volume 3
Calculated water supply from Bulk Meters (m /day)
172.63
178.33
124.38
3
119.78
133.25
87.95
3
52.84
45.08
36.43
31%
25%
29%
15%
12%
39%
0.40
0.35
0.28
Calculated water consumption from HH Meters (m /day)
Volume of physical water losses in the network (m /day)
Physical NRW (%) *
Commercial NRW (%) **
KPIs
3
Losses in m /100m of pipe network
3
Losses per subscriber (m /day)
0.26
0.22
0.18
* Physical NRW is the percentage or water losses within the network out of the total volume of water
supplied into the network.
** Commercial NRW is the percentage of water billed to subscribers as compared to the actual volume of
water supplied into the network.
In the case of Nassriyyeh, data shows that BWE is billing the network subscribers for 203 m 3 per
day, while supplying 125 m3 to 178 m3 per day. Therefore, commercial NRW is negative, or in
other words the utility is billing for up to 40% more water than it is supplying the network.
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6.3
6.3.1
Water Balance – Zabboud-Bejjeje
Network description
Zabboud-Bejjeje water network is a 31.1 km network supplied from one reservoir located at 878
m above sea level. One bulk meter measures the total water supply to the main network line that
serves both towns – Zabboud and Bejjeje. Readings were received from BWE staff from 268
household meters. A survey of visible houses through Google Earth revealed 502 houses, which
means that 234 houses (about 47% of the houses) are not subscribed to network. Figure 17 below
shows the network layout.
6.3.2
Historical Data
Historical data of bulk and household water meter readings and calculations of water supply to
the network and household consumption, which were done by GVC team, were made available
to the Consulting Team. The provided historical data (16 bulk and household (HH) water meter
readings) enabled the Consulting Team to enhance the data collected during the current project
through the replacement of the significant number of outlier and negative readings with
corresponding historical averages.
6.3.3
Quality of collected data
A fast analysis of the received household water meter readings showed that the quality and
reliability of the collected data are very low. A significant number of the readings could not be
used in the water balance calculations because they either had negative values, extremely high
positive values (outliers), same repeating values in all readings, or zero readings. As mentioned
above, readings of household meters were filtered by setting upper and lower limits, and then
substituting outlier and negative readings by the average of corresponding historical readings.
Repeating and zero readings were taken out of the list.
6.3.4
Water Balance
The calculations of water supply and consumption, physical water losses, physical non-revenue
water (NRW), and commercial NRW are presented in the table below.
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Table 13. Water balance summary in Zabboud-Bejjeje
Parameter
Volume 1
3
Calculated water supply from Bulk Meter (m /day)
3
Calculated Consumption from HH Meters (m /day)
3
Volume of physical water losses in the network (m /day)
Physical NRW (%) *
Commercial NRW (%) **
KPIs
3
Losses in m /100m of pipe network
Volume 2
Volume 3
1,034.83
953.86
810.20
312.43
266.86
109.48
722.40
687.00
700.72
70%
72%
86%
286%
256%
202%
2.40
2.21
2.25
3
Losses per subscriber (m /day)
2.79
2.56
2.61
* Physical NRW is the percentage or water losses within the network out of the total volume of water
supplied into the network.
** Commercial NRW is the percentage of water billed to subscribers as compared to the actual volume of
water supplied into the network.
In the case of Zabboud-Bejjeje, data shows that BWE is billing the network subscribers for 268
m3 per day, while supplying 810 m3 to 1035 m3 per day. Therefore, commercial NRW is extremely
high. The utility is supplying 202% to 286% more water to the network than it is billing for.
6.4
6.4.1
Water Balance – Moqraq-Toufiqiyeh
Network description
Moqraq-Toufiqiye water network is a 42.6 km network that is supplied from one reservoir located
at an altitude of 1,045 m above sea level. One bulk meter measures the total water supply to the
main network line that serves the towns. Readings were received from BWE staff from 382
household meters. A survey of the houses of the two towns served by this network by Google
Earth revealed a total of 1,245 households, which means that only around 30% of the two towns’
households are connected to the network.
6.4.2
Historical Data
There is no historical data of bulk and household water meter readings for this network.
Therefore, the Consulting Team was forced to rely solely on the data collected during the current
project for water balance calculations.
6.4.3
Quality of collected data
The quality of the received household water meter readings of the Moqraq-Toufiqiyeh water
network is extremely low. In addition to the very low connection rate (about 30%), over 50% of
registered connections do not have functional water meters (according to data collectors from
BWE). Furthermore, many readings showed either negative values, extremely high positive
values (outliers), same repeating values in all readings, or zero readings. These readings were
filtered by setting upper and lower limits, and then substituting outlier and negative readings by
the average of other readings of the same meter. However, the number of averaged readings
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was very low because of the non-availability of historical data. Repeating and zero readings were
taken out of the list.
6.4.4
Water Balance
The calculations of water supply and consumption, physical water losses, physical non-revenue
water (NRW), and commercial NRW are presented in the table below.
Table 14. Water balance summary in Moqraq-Toufiqiyeh
Parameter
Volume 1
Calculated water supply from Bulk Meter (m 3/day)
Volume 2
Volume 3
723.22
553.83
749.38
181.32
142.27
174.83
Volume of physical water losses in the network (m /day)
542
412
575
Physical NRW (%) *
75%
74%
77%
-89%
-45%
-96%
1.27
0.97
1.35
3
Calculated Consumption from HH Meters (m /day)
3
Commercial NRW (%) **
KPIs
3
Losses in m /100m of pipe network
3
Losses per subscriber (m /day)
1.42
1.08
1.50
* Physical NRW is the percentage or water losses within the network out of the total volume of water
supplied into the network.
** Commercial NRW is the percentage of water billed to subscribers as compared to the actual volume of
water supplied into the network.
In the case of Moqraq-Toufiqiyeh, data shows that BWE is billing the network subscribers for 382
m3 per day, while supplying 554 m3 to 749 m3 per day. Therefore, commercial NRW varies
between 45% and 96% in the network. The Consulting Team believes that this variability is a
reflection of not only physical losses, but also the poor quality of provided data.
6.5
6.5.1
Water Balance – Nabi Osman
Network description
Nabi Osman water network is a 25.6 km network that is supplied from one reservoir located at
1,045 m above sea level. One bulk meter measures the total water supply to the main network
line that serves the town. Readings were received from BWE staff from 317 household meters. It
should be noted that more than 60% of the town’s households are not connected to the network.
6.5.2
Historical Data
There is no historical data of bulk and household water meter readings for this network.
Therefore, the Consulting Team was forced to rely solely on the data collected during the current
project for water balance calculations.
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6.5.3
Quality of collected data
The quality of the received household water meter readings of the Nabi Osman network is
extremely low. Out of the 317 registered connections, only 163 connections have functional
water meters (according to data collectors from BWE). Furthermore, out of the 163 series of
readings from the working water meters, 80 series showed either negative values, extremely high
positive values (outliers), same repeating values in all readings, or zero readings. These readings
were filtered by setting upper and lower limits, and then substituting outlier and negative
readings by the average of other readings of the same meter. Repeating and zero readings were
taken out of the list.
6.5.4
Water Balance
The calculations of water supply and consumption, physical water losses, physical non-revenue
water (NRW), and commercial NRW are presented in the table below.
Table 15. Water balance summary in Moqraq-Toufiqiyeh
Parameter
Volume 1
3
Volume 2
Volume 3
Calculated water supply from Bulk Meter (m /day)
1,097.97
111.23
355.97
Calculated Consumption from HH Meters (m 3/day)
107.19
73.67
50.16
Volume of physical water losses in the network (m /day)
991
38
306
Physical NRW (%) *
90%
34%
86%
246%
65%
12%
3.88
0.15
1.20
3
Commercial NRW (%) **
KPIs
3
Losses in m /100m of pipe network
3
Losses per subscriber (m /day)
3.13
0.12
0.96
* Physical NRW is the percentage or water losses within the network out of the total volume of water
supplied into the network.
** Commercial NRW is the percentage of water billed to subscribers as compared to the actual volume of
water supplied into the network.
In the case of Nabi Osman, data shows that BWE is billing the network subscribers for 317 m3 per
day, while supplying 111 m3 to 1098 m3 per day. Therefore, commercial NRW is extremely
variable. The utility is supplying from 65% less to 246% more water to the network than it is billing
for. The Consulting Team believes that this variability is a reflection of the poor quality of
provided data.
6.6
6.6.1
Water Balance – Bint Jbeil
Network description
Bint Jbeil water network is a 49,382 km network supplied from seven reservoirs located at
altitudes ranging from 786 to 885 m above sea level. So far, the Bint Jbeil network has not been
equipped with bulk meters that would allow calculating water supply into the whole network
and/or to specific DMA’s. A count of houses throughout the town on Google Earth revealed a
total number of 2,736 houses.
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6.6.2
Data Availability
There is no historical data of bulk and/or household water meter readings in Bint Jbeil water
network. Additionally, the network is not equipped with bulk meters at the supply reservoirs, or
the town’s DMAs. Consequently, the Consulting Team could not measure the input into the
whole network of the Town. However, the Team arranged to loan the South Lebanon Water
Establishment (SLWE) staff in Bint Jbeil a bulk meter from their peers at the Beirut and Mount
Lebanon Water Establishment (BMLWE) so that they could install this meter and use it to take
simultaneous readings of bulk and household meters from a small representative neighborhood
of the town.
6.6.3
Field Work
After analyzing several zones (DMA’s) and neighborhoods, SLWE staff from Bint Jbeil selected the
small representative neighborhood of “Hay El-Wadi” and decided to take simultaneous bulk and
household water meter readings from this neighborhood for water accounting calculations. The
water meter readings were taken on four separate occasions on May 5, May 11, May 17, and
May 19, 2021. The data collection process was designed and coordinated collaboratively by the
Consulting Team and the SLWE staff in Bint Jbeil.
6.6.4
Quality of collected data
Analysis of the bulk and household water meter readings showed that the accuracy and quality
of the collected data are excellent. The total number of households/HH meter readings of “Hay
El-Wadi is 16. A small number of the readings are zeros, but these readings came from empty
house with no occupancy during the period in which they were taken. It was decided that there
was no need for any reading filtering, statistical manipulation, or substitution.
6.6.5
Water Balance
The calculations of water supply and consumption, physical water losses, physical non-revenue
water (NRW), and commercial NRW are presented in the table below.
Table 16. Water balance summary in Bint Jbeil
Parameter
Volume 1
Calculated water supply from Bulk Meter (m 3/day)
3
Calculated Consumption from HH Meters (m /day)
3
Volume of physical water losses in the network (m /day)
Physical NRW (%) *
Commercial NRW (%) **
Volume 2
Volume 3
21.71
19.74
23.36
11.37
6.49
8.03
10.33
13.25
15.33
48%
67%
66%
36%
23%
46%
3
0.65
0.83
0.96
KPI
Losses per subscriber (m /day)
* Physical NRW is the percentage or water losses within the network out of the total volume of water
supplied into the network.
** Commercial NRW is the percentage of water billed to subscribers as compared to the actual volume of
water supplied into the network.
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In the case of the neighborhood of “Hay El-Wadi” of Bint Jbeil, which consists of 16
households/subscribers, SLWE is billing the subscribers for 16 m3 per day, while supplying the
network about 20 to 23 m3 per day. Therefore, the utility is supplying from 23% to 46% more
water to the network than it is billing for.
6.7
6.7.1
Water Balance Analysis – Fouar
Network description
Fouar water network is a 27.5 km network that is supplied from two reservoirs located at 237 m
and 120 m above sea level. Two bulk meters measure the water supply into the network two
main lines that serve the town. Readings were received from NLWE staff from 588 household
meters. It should be noted that the Consulting Team received only 291 household water meter
readings from NLWE staff, which means that data could not be collected from more than more
than 50% of the town’s households/subscribers.
6.7.2
Data Availability
There is no historical data of bulk and household water meter readings for this network.
Moreover, one of the two main bulk meters of the network is not functional, and the NLWE staff
provided 5 readings of the meter showing the same fixed figures.
6.7.3
Quality of collected data
The quality of the received household water meter readings of the Fouar network is generally
low. Out of the 588 registered connections, NLWE staff could collect data from 291 connections
only. The others either do not have functional water meters, or are located in neighborhoods
that NLWE staff could not get access to. Furthermore, several readings showed either negative
values, extremely high positive values (outliers), same repeating values in all readings, or zero
readings. These readings were filtered by setting upper and lower limits, and then substituting
outlier and negative readings by the average of other readings of the same meter. Repeating and
zero readings were taken out of the list.
6.7.4
Water Consumption
As mentioned above, only water consumption was calculated for the Fouar network due to nonfunctioning condition of one of the two main bulk meters of the network. Consequently, water
supply, physical water losses, physical non-revenue water (NRW), and commercial NRW could
not be calculated for the network. Water consumption within the network is presented in the
table below.
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Table 17. Water balance summary in Fouar
Parameter
Volume 1
3
Calculated water supply from Bulk Meter (m /day)
3
Calculated Consumption from HH Meters (m /day)
3
Volume 2
Volume 3
Partial Data
165.86
186.86
Volume of physical water loss in the network (m /day)
Could not be calculated
Physical NRW (%) *
Could not be calculated
Commercial NRW (%) **
Could not be calculated
KPIs
3
Losses in m /100m of pipe network
Could not be calculated
3
Losses per subscriber (m /day)
6.8
169.57
Could not be calculated
Standard Operating Procedures (SOPs)
Standard operating procedures (SOPs) for water accounting within small water distribution
networks were developed within the project. The SOPs include practical recommendations for
water meter maintenance and management, which is a prerequisite for any meaningful water
accounting. The developed SOPs Annex H were circulated to relevant staff of the beneficiary
RWEs for feedback and were finalized accordingly.
6.9
Challenges
The data collection process was challenging due to the Covid 19 pandemic, as well as certain
institutional, technical, and HR-related issues within the beneficiary RWEs. Among the technical
issues is the prevailing condition of the installed water meters within most of the analyzed
networks. A significant number of household water meters is either in a non-functional condition
or giving faulty readings. Some meters have been installed the wrong way, and some others need
overdue maintenance. Some bulk meters are not working properly as well.
Consequently, the overall quality of the collected data is generally low. It is advised that water
balance calculations that are based on the collected data should be used only for training of the
beneficiary RWE staff and for establishing standard operating procedures (SOPs), rather than
establishing actual water balances within the analyzed networks.
6.10 Recommendations
Major investment in water meter management, in terms of regular meter maintenance and
reading, is required in all the analyzed networks as a prerequisite for reliable water accounting
and non-revenue water (NRW) estimation. Accumulation of historical data records of bulk and
household water meter readings would add to the reliability of water balance and NRW
estimations and allow for full statistical analysis of the data.
Finally, it should be noted that the water tariffication system applied by all beneficiary RWEs is
based on fixed consumption of 1.0 m3/hh/day. Consequently, the commercial NRW is
represented by the difference between the volume of water supplied into the network per day
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and the billed volume of 1.0 m3/hh/day. It is recommended that the beneficiary RWEs use a realconsumption tariffication system instead of the current system, considering the expected
positive impact of such a change in terms of water demand management and water conservation
in general.
7
PROJECT CLOSURE
Meetings were held to present the project outcomes to the top management and main staff of
the beneficiary RWEs. Table 18 below shows the dates of individual meetings, as well as present
RWE, GVC, and Consulting Team representatives.
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Table 18. Project outcomes meeting details by RWE
RWE
Date
Location
Attendees
BWE
10/05/2021
BWE Zahle Headquarters
Mr. Rizk Rizk (BWE DG)
Mr. Jawad Taher (GVC)
Ms. Amal Akoury (GVC)
Mr. Joseph Farah (GVC-BWE)
Mr. Mohamed Ali Hajj Hassan (GVC-BWE)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Bassam Hasbini (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
NLWE
27/05/2021
NLWE Tripoli Headquarters
Mr. Khaled Obeid (NLWE DG)
Mr. Gaby Nasr (NLWE)
Mr. Simon Barakat (NLWE)
Ms. Siba Raad (NLWE)
Ms. Roula Bissar (NLWE)
Ms. Nisrine Abdallah (NLWE)
Mr. Maher Saaty (NLWE)
Mr. Rani Kalaoun (NLWE)
Mr. Wiam Obeid (NLWE)
Mr. Michel Yazbeck (CISP)
Mr. Jawad Taher (GVC)
Ms. Amal Akoury (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Bassam Hasbini (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
SLWE
01/06/2021
SLWE Saida Headquarters
Dr. Wassim Daher (SLWE DG)
Mr. Hassan Youssef (SLWE)
Mr. Maher Chebbo
Mr. Ali Kesserwan
Mr. Hussein Hayek
Mr. Kassem Abou Dib (SLWE)
Mr. Michel Yazbeck (CISP)
Mr. Jawad Taher (GVC)
Ms. Amal Akoury (GVC)
Dr. Faraj El Awar (Consultant Team)
Dr. Rania Maroun (Consultant Team)
Dr. Bassam Hasbini (Consultant Team)
Dr. Ibrahim Alameddine (Consultant Team)
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ANNEXES
Annex A- Equipment Training ................................................................................................... A1
Annex B- AutoCAD Requirements for As-Built Water Network Drawings .................................. B1
Annex C- AutoCAD Requirements for As-Built Water Network Drawings in Arabic ................... C1
Annex D- Standard Operating Procedures for Working with AutoCAD and ArcGIS Water
Network ................................................................................................................... D1
Annex E- AutoCAD/ GIS Training................................................................................................E1
Annex F- Standard Practice for Basic Hydraulic Models ............................................................. F1
Annex G- Basic Hydraulic Modeling Training ............................................................................ G1
Annex H- SOPs for Water Accounting ....................................................................................... H1
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Annex A- Equipment Training
Equipment Training at SLWE
The equipment training at SLWE was held on December 2 and 3, 2020. The training was attended
by 12 SLWE staff members on the first day (Figure A1), and 14 staff members on the second day
(Figure A2), including engineers and skilled technicians. Refer to Annex A1 for classroom training
presentation slides and to Annex A2 for the original attendance sheets.
a) Day 1- In-class training
Figure A1. Photos from the SLWE training- Day 1
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b) Day 2- Field training
Figure A2. Photos from the SLWE training- Day 2
The trainer, Eng. Fadel, evaluated the trainees before and after the training in order to assess the
acquired skills in equipment operation and handling due to the training. Table A1 presents the
results of the assessment.
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Table A1. Assessment of acquired skills of trainees at SLWE (score out of 5)
Name
Portable ultrasonic
flow meter
Data logger
Digital & Manual ground sound
amplifiers
Inspection
camera
Metal pipe
detection
Abbass Salameh
-
2
3
4
4
Elie Aoun
-
2
3
4
4
Ali Kabalan
-
2
4
5
4
Hassan Badran
-
3
5
3
4
Ali Hassan
-
2
2
3
2
Adnan Kassab
-
2
2
3
2
Bassam Alayan
-
2
5
5
4
Mohamad Hijazi
-
2
4
5
3
Kassem Abou Dib
-
5
4
5
4
Mohamad Al Osta
4
4
5
4
Ahmad Bou Taoum
5
Tala Kanso
4
4
Khaled Saadiyeh
4
5
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4
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The trainees were asked to evaluate the training. The results are summarized in Table A2
below. Ten out of 14 trainees completed the evaluation form (Annex A3). Overall, the trainees
seemed very satisfied with the training, giving a full score to most parameters. However, since
the audience had varying levels of education and expertise, some felt that the topics were
complicated and more relevant to the engineers rather than technicians, despite the efforts
made by the by the trainer to simplify the material.
Table A2. Summary of evaluation of training by trainees
Parameter
Average scores
out of 5
Coverage of subjects
5.00
Understanding
5.00
Boring vs interesting
5.00
Not informative vs informative
5.00
Not relevant vs relevant to my needs
4.80
Participant handbook
5.00
Training organization
4.80
Trainer's knowledge of the subject
5.00
Course administration
4.90
Course facilities
5.00
Accommodation
5.00
Finally, the trainees emphasized the need to repeat such trainings. Their recommendations
for improvement on the evaluation sheets included the following:
 Repeat the training
 Conduct a similar training monthly and separately for each unit to be more effective
 Conduct similar extensive trainings at the unit level, with a smaller number of
trainees
 Use the Arabic language more
 Continuity and repetition of such trainings to increase staff knowledge
 More training and on a wider scale
Equipment Training at NLWE
The equipment training at NLWE was held on December 9 and 10, 2020. The training was
attended by 12 NLWE staff members, including engineers and skilled technicians (Figure A3).
Refer to Annex A1 for classroom training presentation slides and to Annex A2 for the original
attendance sheets.
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a) Day 1- In-class training
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b) Day 2- Field training
Figure A3. Photos from the NLWE training
The attendees were evaluated by the trainer, in terms of the acquired skills to operate the
equipment. The results of the assessment are presented in Table A3.
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Table A3. Assessment of acquired skills of trainees at NLWE (score out of 5)
Name
Portable
ultrasonic Data logger
flow meter
Digital & manual ground Inspection camera
sound amplifiers
Metal
pipe
detection
Mr. Abdelmajid Obeid
1
1
4
4
4
Mr. Nazih Sawda
1
1
3
4
2
4
1
4
4
3
Mr. Ahmad Ahwaji
4
1
4
4
3
Mr. Ahmad El Lon
5
1
4
5
4
Mr. Bilal Sahmarani
3
1
5
5
3
Mr. Wisam Kabbarah
4
2
5
5
3
Mr. Taysir Bernard
2
1
4
4
2
Eng. Ranim Annous
4
5
4
4
3
Eng. Wiaam Obeid
4
4
4
5
3
Eng. Ousama Barakat
4
5
5
5
3
Eng. Bassam Alagha
4
3
3
4
2
Mr.
Mhammad
Ahmad
El
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Finally, the attendees were asked to evaluate the training. The results are summarized in
Table A4 below. Nine out of 12 trainees completed the evaluation form (Appendix A3).
Overall, the trainees seemed very satisfied with the training, with an overall score of 4.82 out
of 5. However, since the audience had varying levels of education and expertise some skilled
labor trainees felt that the training level of some topics were not exactly matching with their
needs and/or level of expertise.
Table A4. Summary of evaluation of NLWE training by trainees
Parameter
Average scores
out of 5
Coverage of subjects
5.00
Understanding
5.00
Boring vs interesting
4.78
Not informative vs informative
4.89
Not relevant vs relevant to my needs
4.33
Participant handbook
4.67
Training organization
4.78
Trainer's knowledge of the subject
5.00
Course administration
4.89
Course facilities
5.00
Accommodation
4.67
The attendees emphasized the need to repeat such trainings. One recommendation for
training improvement was to conduct a dedicated training for IT staff.
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Equipment Training at BWE
The equipment training at the BWE was held on December 29 and 30, 2020 (Figure A4). The
training was attended by 5 BWE staff members (strictly engineers) on the first day. These
trainees were joined by 4 additional staff members (skilled technicians) on the second day.
The reason given by BWE administration for this arrangement is the imposed restrictions due
to Covid-19 considerations. Refer to Annex A1 for classroom training presentation slides and
to Annex A2 for the original attendance sheets.
c) Day 1- In-class training
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d) Day 2- Field training
Figure A4. Photos from the BWE training
The attendees were evaluated by the trainer, in terms of the acquired skills to operate the
equipment. The following are the results of the assessment.
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Table A5. Assessment of acquired skills of trainees at BWE (score out of 5)
Name
Position
Portable ultrasonic Data
flow meter
logger
Digital & manual ground Inspection
sound amplifiers
camera
Metal pipe
detection
Eng. Habib Chebib
Consultant/
Strategic
Planning
4
2
2
5
4
Eng. Ali Al Nemr
Support Eng. for 4
Hermel Branch
5
4
5
4
Eng. Ali Nasser El Dine
Support Eng. for 5
Baalbeck Branch
4
5
5
4
Eng. Souheil Rouphayel
Support Eng. for 3
Labwe Branch
5
2
5
3
Mohammad Adnan Nasser Maintenance & 1
el Dine
Distribution Staff
1
5
4
3
Marwan Lakis
Maintenance & 1
Distribution Staff
1
4
4
4
Ibrahim El Bazzal
Maintenance & 1
Distribution Staff
1
4
4
4
Abdallah Mrad
Maintenance & 1
Distribution Staff
1
5
4
4
Mohamad Ali Al Hajj
GVC Seconded 5
Engineer
4
4
5
5
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Finally, the attendees were asked to evaluate the training using the evaluation form
presented in Appendix 3. The results are summarized in Table A6 below. Overall, the trainees
seemed very satisfied with the training, with a total score of 4.62 out of 5. The lowest scores
were for course facilities (4.3) and accommodation (4.1).
Table A6. Summary of evaluation of BWE training by trainees
Parameter
Average scores
out of 5
Coverage of subjects
4.67
Understanding
4.78
Boring vs interesting
4.78
Not informative vs informative
4.78
Not relevant vs relevant to my needs
4.56
Participant handbook
4.56
Training organization
4.78
Trainer's knowledge of the subject
5.00
Course administration
4.56
Course facilities
4.33
Accommodation
4.11
The attendees emphasized the need to extend the training to other equipment and tools.
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Appendix A1- Presentation slides
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Appendix A2- Attendance sheets
SLWE-Day 1
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SLWE-Day 2
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NLWE- Day 1
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NLWE- Day 2
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BWE- Days 1 & 2
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Appendix A3- Training evaluation form
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Annex B- AutoCAD Requirements for As-Built Water Network Drawings
1. Background
The below guidelines shall be considered as the minimum set of requirements that the
consultant/contractor should follow when submitting as-built water network AutoCad
drawings to the Regional Water Establishment (RWE). These Standard Operating Procedures
have been recommended to ensure a smooth transitioning between the AutoCAD drawing
on one hand and the GIS and WaterGEMS model on the other and to ensure that all AutoCAD
drawings of the respective RWE have a uniform appearance and a consistent structure. Note
that the version of AutoCAD to be used will be determined by the RWE at the beginning of
the project.
2. Layering
2.1. Every pipe with a unique combination of diameter, status (existing, proposed, disused),
material, and flow type (gravity or pumped) should be drawn in a separate layer within
AutoCad and have a unique color:
For example, all proposed 90 mm PVC gravity pipes with should be drawn in a separate layer
that
is
named
accordingly
(for
example,
the
layer
is
named
Proposed_Gravity_Pipe_90mm_PVC).
2.2. Valves, air valves, pressure regulating valves, endcaps, washouts, tees, demand point
valve/plug, tanks, pumping stations and wells, should be represented as points. Each of
these types should be saved in a separate layer.
2.3. In addition to drawing valves, air valves, pressure regulating valves, endcaps, washouts, tees,
demand point valve/plug, tanks, pumping stations, and wells as points, they can also be
represented using industry defined symbology in separate layers for visual and printing
purposes.
2.4. All elevation measurements should be reported as points in the model and saved under a
separate layer called elevation. The elevation of each of these points should be included as
an attribute. Elevation contour lines should be saved in a separate layer with the elevation
of each contour lines saved within the AutoCad file as a block.
2.5. Any additional objects or annotations that need to be included in the AutoCAD file other
than pipes and hydraulic elements, should be drawn under separate layers that are properly
named. This avoids misinterpretations when importing the AutoCAD file to GIS. For instance,
roads should be drawn as polylines in a separate layer (for example, a layer named Roads).
2.6. Any temporary drafted elements (lines, points, clocks, annotations, etc…) that were added
to the model and was eventually not used in the final network should be removed from the
AutoCad model. As such, the practice of hiding temporary elements in a location far from
the project spatial extent should not be adopted.
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3. Drafting
3.1. Endpoints of each pipe should coincide with a valve, another pipe, air valve, pressure
regulating valve, endcap, washout, demand point valve/plug, pumping stations, well, or
tank. None of the pipes should have its ends not connected to another hydraulic element.
3.2. Ensure snapping is turned on when drawing all line and point layers. Special care needs to
be taken to ensure that all point data are collocated on a pipe. Moreover, all pipes need to
snap to each other directly or should share a vertex of the type valve, air valve, pressure
regulating valve, washout, well, or tank.
3.3. Ensure that pipe segments do not overlap: No two pipes should overlap partially or totally,
unless they are laid at different depths. Pipes that run parallel to each other should be
drawn with a small offset to ensure that they are interpreted as separate pipes. Instances
where pipes overlap each other but do not connect to each other because they are laid at
different depth should be clearly marked by providing the depths of each pipe either in
attributes or annotations within the AutoCad file saved as a block.
3.4. Ensure that no points or lines are coincidental (duplication): No two points (valve, another
pipe, air valve, pressure regulating valve, endcap, washout, demand point valve/plug,
pumping stations, well, or tank) should overlap in spatial location. If multiple points are
coincidental, then they need to be spaced with a minimum offset distance.
3.5. Include relevant information about tanks, including status (existing or proposed), type (local
or regional), category (elevated or ground), shape (circular or rectangular), height, volume,
diameter and elevation (as attributes or annotations) within the AutoCad file as a block.
3.6. Include relevant information about pumping stations, wells, and values (as attributes or
annotations) within the AutoCad file as a block. The minimum data requirements includes:
 Pumping Stations Attributes: Name and Elevation (Z)
 Wells Attributes: Name/Flow/Depth / Elevation (Z)
 Valves Attributes:
 Pressure regulator Valves (PVR): Name or Label/From Pressure/To Pressure/Elevation
(Z)
 Flow Control Valve (FCV): Name or Label/Flow / Elevation (Z)
3.7. The drawing template should be a separate file included as an XREF in the drawing. The
drawing template may be set in layout view.
3.8. Ensure that the document is properly georeferenced: The AutoCAD file should be drawn
using the exact XY coordinates as per the coordinate system mentioned in the Template
(For ex: Stereographic Coordinate System or UTM 36 N)
3.9. Ensure that all elements of the network are drawn according to a single georeferenced
system that is defined in the model. It is not allowed to change the georeference system in
some parts of the model in an effort to optimize space for printing purposes. In case the
optimization is needed it can be implemented in the layout view.
3.10. Define your grid system (coordinates system) in the drawing Template. Draw grids and XY
annotations in a separate layer or as an XREF file
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3.11. All house/commercial connections should be drawn as lines that connect a demand point
to the network from one end and to either a demand point valve or to a plug from the other
end. As such, all house/commercial connections should snap to a distribution line and to a
demand point valve or to a plug.
3.12. All pipes shall be drawn in the upstream to downstream directions. This will aid in the
conversion of the AutoCAD files to a geometric/utility network in ArcGIS.
4. Miscellaneous
4.1. Ensure that all pipe connections that go beyond two pipes have a corresponding stake (Tconnection) that is clearly explained in the file. The labelling used for the joints and stakes
in the plan drawing should be identical to what is used in all other related drawings.
4.2. Pipe connections should be labeled, and for each label there must be a table showing the
details of this connection.
4.3. Ensure that each demand point corresponds to a single demand point connection, or if
multiple demand points are consolidated ensure that this consolidation is reflected in the
diameter of the pipe.
4.4. Include information (as attributes or annotations) about the design flows if available from
design.
4.5. Consultants will need to create and maintain individual Reference Files for each design
element of their work (e.g. tanks, wells, pumping stations, etc…).
4.6. Make sure that all drawings will have units set SI Units, with one unit equal to one meter
4.7. Items not executed shall be put in a separate layer(s) and clearly marked as “Not built”
4.8. The symbology used in the legend should be identical to the symbology used in the drawings.
5. Unrelated to GIS
It would be a good practice to start developing Standard Drawings for each component of the
pipe network. This will ensure uniformity in the prepared and submitted designs and As-Built
drawings.
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‫‪Annex C- AutoCAD Requirements for As-Built Water Network Drawings in Arabic‬‬
‫‪ .1‬الخلفية‬
‫تعتبر اإلرشادات الواردة أدناه بمثابة الحد األدنى من المتطلبات التي على االستشاري ‪ /‬المقاول اتباعها عند‬
‫تقديم رسومات ‪ AutoCAD‬النهائية (كما‪-‬هي‪-‬مبنية)‪ ،‬الخاصة بشبكات المياه الممددة حديثاً‪ ،‬إلى مؤسسات المياه‪.‬‬
‫تهدف هذه اإلرشادات الى ضمان االنتقال السلس بين رسومات ‪ AutoCAD‬من ناحية ونماذج نظم المعلومات‬
‫الجغرافية (‪ )GIS‬وبرنامج النمذجة الهيدروليكية ‪ WaterGEMS‬من ناحية أخرى‪ .‬وتهدف أيضا ً إلى ضمان‬
‫مظهر موحد وبنية متسقة لجميع رسومات ‪ AutoCAD‬الخاصة بمؤسسات المياه في لبنان‪ .‬مع مالحظة أن‬
‫إصدار ‪ AutoCAD‬الذي يتم استخدامه في أي مشروع جديد يتم تحديده من قبل مؤسسة المياه المعنية في بداية‬
‫المشروع‪.‬‬
‫‪ .2‬التصفيف‬
‫‪ 2.1‬يجب رسم كل خط مياه لديه مزيج من الخصائص الفريدة من ناحية القطر والحالة (الحالية والمقترحة‬
‫وغير المستخدمة) والمواد ونوع التدفق (بواسطة الجاذبية أو الضخ) في طبقة منفصلة داخل برنامج‬
‫‪ AutoCAD‬ويجب أن يكون له لون فريد‪:‬‬
‫على سبيل المثال‪ ،‬يجب رسم جميع الخطوط المقترحة من نوع ‪ PVC‬بقطر ‪ 90‬مم‪ ،‬والتي تجري فيها المياه‬
‫بواسطة الجاذبية‪ ،‬في طبقة منفصلة يتم تسميتها وفقًا لذلك (على سبيل المثال‪ ،‬تسمى الطبقة‬
‫)‪)Proposed_Gravity_Pipe_90mm_PVC‬‬
‫‪ 2.2‬يجب تمثيل الصمامات‪ ،‬وصمامات الهواء‪ ،‬وصمامات تنظيم الضغط‪ ،‬واألغطية الطرفية‪ ،‬وصمامات‬
‫الغسل‪ ،‬والمحوالت (‪ ،)T‬وصمامات ‪ /‬سدادات نقاط الطلب‪ ،‬والخزانات‪ ،‬ومحطات الضخ‪ ،‬واآلبار‪ ،‬كنقاط‪.‬‬
‫كما ويجب حفظ كل نوع من هذه األنواع في طبقة منفصلة‪.‬‬
‫‪ 2.3‬باإلضافة إلى رسم الصمامات‪ ،‬وصمامات الهواء‪ ،‬وصمامات تنظيم الضغط‪ ،‬واألغطية الطرفية‪،‬‬
‫وصمامات الغسل‪ ،‬والمحوالت‪ ،‬وصمامات ‪ /‬سدادات نقاط الطلب‪ ،‬والخزانات‪ ،‬ومحطات الضخ‪ ،‬واآلبار‬
‫ضا تمثيلها باستخدام الرموز المحددة في صناعة األنابيب في طبقات منفصلة لرؤية أفضل‬
‫كنقاط‪ ،‬يمكن أي ً‬
‫وألغراض الطباعة‪.‬‬
‫‪ 2.4‬يجب تدوين جميع قياسات االرتفاع كنقاط في النموذج وحفظها في طبقة منفصلة تسمى االرتفاع‪ .‬يجب‬
‫تضمين ارتفاع كل من هذه النقاط كسمة‪ .‬يجب حفظ خطوط كونتور (‪ )contour lines‬االرتفاع في طبقة‬
‫منفصلة مع حفظ ارتفاع كل خط كونتور داخل ملف ‪ AutoCAD‬ككتلة‪.‬‬
‫مكونات أو تعليقات توضيحية‪ ،‬بخالف خطوط االنابيب والعناصر الهيدروليكية‪ ،‬في‬
‫‪ 2.5‬يجب تضمين أي ّ‬
‫ملف ‪ ،AutoCAD‬ضمن طبقات منفصلة تتم تسميتها بشكل صحيح‪ .‬هذا يجنب سوء التفسير عند استيراد‬
‫ملف ‪ AutoCAD‬إلى ‪ .GIS‬على سبيل المثال‪ ،‬يجب رسم الطرق كخطوط متعددة في طبقة منفصلة (مثال‪،‬‬
‫ضمن طبقة تسمى الطرق)‪.‬‬
‫‪ .2.6‬يجب إزالة أي عناصر تمت صياغتها مؤقتًا ضمن نموذج ‪( AutoCAD‬خطوط‪ ،‬نقاط‪ ،‬ساعات‪ ،‬تعليقات‬
‫توضيحية‪ ،‬إلخ‪ ).‬ولم يتم استخدامها في شبكة المياه النهائية‪ .‬على هذا النحو‪ ،‬ال ينبغي ممارسة إخفاء‬
‫العناصر المؤقتة في مكان بعيد عن المدى المكاني للمشروع‪.‬‬
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‫‪ .3‬الرسم‬
‫‪ 3.1‬يجب أن تلتقي نقطتي نهاية كل خط انابيب مع صمام‪ ،‬أو خط أنابيب آخر‪ ،‬أو صمام هواء‪ ،‬أو صمام‬
‫تنظيم ضغط‪ ،‬أو غطاء نهائي‪ ،‬أو صمام غسل‪ ،‬أو صمام ‪ /‬سدادة نقطة طلب‪ ،‬أو محطة ضخ‪ ،‬أو بئر‪ ،‬أو‬
‫خزان‪ .‬يجب أال تكون أي من نقاط نهاية خطوط األنابيب غير متصلة بعنصر هيدروليكي آخر‪.‬‬
‫‪ 3.2‬يجب التأكد من تشغيل خاصية الـ‪ snapping‬عند رسم جميع طبقات الخطوط والنقاط‪ .‬ويجب االنتباه بشكل‬
‫خاص لضمان تجميع جميع بيانات النقاط على خطوط األنابيب‪ .‬باإلضافة الى ذلك‪ ،‬يجب أن تلتصق جميع‬
‫خطوط األنابيب ببعضها البعض مباشرة‪ ،‬أو يجب أن تشترك في قمة صمام‪ ،‬أو صمام هواء‪ ،‬أو صمام‬
‫تنظيم ضغط‪ ،‬أو صمام غسل‪ ،‬أو بئر‪ ،‬أو خزان‪.‬‬
‫‪ 3.3‬يجب التأكد من عدم تداخل أجزاء خطوط األنابيب‪ :‬ال ينبغي أن يتداخل خطا أنابيب جزئيًا أو كليًا‪ ،‬ما لم‬
‫يتم وضعهما على أعماق مختلفة‪ .‬يجب سحب خطوط األنابيب المتوازية بإزاحة صغيرة لضمان تفسيرها‬
‫على أنها أنابيب منفصلة‪ .‬يجب تمييز الحاالت التي تتداخل فيها األنابيب مع بعضها البعض ولكنها ال‬
‫تتصل ببعضها ألنها موضوعة على أعماق مختلفة بشكل واضح من خالل توفير أعماق كل خط أنابيب‬
‫إما في السمات أو التعليقات التوضيحية داخل ملف ‪ AutoCAD‬المحفوظ ككتلة‪.‬‬
‫‪ .3.4‬يجب التأكد من عدم وجود نقاط أو خطوط عرضية (ازدواجية)‪ :‬ال يجب أن تتداخل نقطتان (صمام‪،‬‬
‫خط أنابيب آخر‪ ،‬صمام هواء‪ ،‬صمام تنظيم ضغط‪ ،‬غطاء نهاية‪ ،‬صمام غسل‪ ،‬صمام ‪ /‬سدادة نقطة طلب‪،‬‬
‫محطات ضخ‪ ،‬بئر‪ ،‬أو خزان) في موقع واحد‪ .‬إذا كان هناك أكثر من عدة نقطة في ذات المكان‪ ،‬يجب‬
‫إبعادها عن بعضها البعض ألقل مسافة تعويض ممكنة‪.‬‬
‫‪ 3.5‬يجب تضمين المعلومات ذات الصلة حول الخزانات‪ ،‬بما في ذلك الحالة (الحالية أو المقترحة)‪ ،‬والنوع‬
‫(محلي أو مناطقي)‪ ،‬والفئة (مرتفع أو أرضي)‪ ،‬والشكل (دائري أو مستطيل)‪ ،‬والعلو‪ ،‬والحجم‪ ،‬والقطر‪،‬‬
‫واالرتفاع عن سطح البحر (كسمات أو شروح) داخل ملف ‪ AutoCAD‬ككتلة‪.‬‬
‫‪ 3.6‬يجب تضمين المعلومات والقيم ذات الصلة حول محطات الضخ واآلبار (كسمات أو شروح) داخل ملف‬
‫‪ AutoCAD‬ككتلة‪ .‬يشمل الحد األدنى لمتطلبات البيانات‪:‬‬
‫‪ ‬خصائص محطات الضخ‪ :‬االسم واالرتفاع (‪)Z‬‬
‫‪ ‬خصائص اآلبار‪ :‬االسم ‪ /‬التدفق ‪ /‬العمق ‪ /‬االرتفاع (‪)Z‬‬
‫‪ ‬خصائص الصمامات‪:‬‬
‫‪ o‬صمامات تنظيم الضغط (‪ :)PVR‬االسم أو الملصق‪ /‬الضغط من‪/‬الضغط إلى‪ /‬االرتفاع (‪)Z‬‬
‫‪ o‬صمام التحكم في التدفق (‪ :)FCV‬االسم ‪ /‬التدفق‪ /‬االرتفاع (‪)Z‬‬
‫‪ 3.7‬يجب أن يكون قالب الرسم ملفًا منفصالً مضمنًا كـ ‪ XREF‬في الرسم‪ .‬يمكن تعيين قالب الرسم في وضعية‬
‫عرض المخطط (‪.)layout view‬‬
‫‪ 3.8‬يجب التأكد من أن المستند محدد حسب نظام مرجعي جغرافي بشكل صحيح‪ :‬يجب رسم ملف ‪AutoCAD‬‬
‫باستخدام إحداثيات ‪ XY‬دقيقة وفقًا لنظام اإلحداثيات المذكور في القالب (على سبيل المثال ‪Stereographic‬‬
‫‪ Coordinate System‬أو ‪)UTM 36 N‬‬
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‫‪ 3.9‬يجب التأكد من رسم جميع عناصر الشبكة وفقًا لنظام مرجعي جغرافي واحد محدد في النموذج‪ .‬ال يُسمح‬
‫بتغيير نظام المرجع الجغرافي في بعض أجزاء النموذج في محاولة لتحسين المساحة ألغراض الطباعة‪.‬‬
‫في حالة الحاجة إلى التحسين‪ ،‬يمكن تنفيذه في وضعية عرض المخطط )‪.(layout view‬‬
‫‪ .3.10‬يجب تحديد نظام الشبكة (‪ )grid system‬أو نظام اإلحداثيات في قالب الرسم‪ .‬كما ويجب رسم شبكات‬
‫وشروح ‪ XY‬في طبقة منفصلة أو كملف ‪XREF‬‬
‫‪ .3.11‬يجب رسم جميع التوصيالت المنزلية ‪ /‬التجارية كخطوط تربط نقطة طلب بالشبكة من أحد طرفيها‬
‫وإلى صمام نقطة طلب أو سدادة من الطرف اآلخر‪ .‬على هذا النحو‪ ،‬يجب أن تتطابق جميع التوصيالت‬
‫المنزلية ‪ /‬التجارية مع خط التوزيع ومع صمام نقطة الطلب أو السدادة‪.‬‬
‫‪ .3.12‬يجب رسم جميع خطوط االنابيب في اتجاه تدفق المياه من أعلى إلى أسفل‪ .‬سيساعد هذا في تحويل‬
‫ملفات ‪ AutoCAD‬إلى "شبكة هندسية" أو "شبكة مرافق" في ‪.ArcGIS‬‬
‫‪ .4‬متفرقات‬
‫‪ 4.1‬يجب التأكد من أنه عند التقاء أكثر من خطي أنابيب مع بعضها البعض‪ ،‬فان جميع توصيالت نقاط التقاء‬
‫هذه االنابيب موصولة بمحوالت ‪ T‬موضحة في الملف‪ .‬يجب أن تكون التسميات )‪ (labels‬المستخدمة‬
‫للمفاصل والمحوالت في رسم المسطح مطابقة لما هو مستخدم في جميع الرسومات األخرى ذات الصلة‪.‬‬
‫‪ 4.2‬يجب تسمية وصالت خطوط األنابيب‪ ،‬ويجب أن يكون هناك جدول يوضح تفاصيل كل من هذه‬
‫التوصيالت‪.‬‬
‫‪ 4.3‬يجب التأكد من أن كل نقطة طلب تتوافق مع وصلة نقطة طلب واحدة فقط‪ ،‬أو إذا تم دمج نقاط طلب‬
‫متعددة‪ ،‬فيجب التأكد من أن هذا الدمج ينعكس في قطر خط األنابيب‪.‬‬
‫‪ .4.4‬يجب القيام بتضمين الملف معلومات (سمات أو تعليقات توضيحية) حول تدفقات المياه إذا كانت متوفرة‬
‫من التصميم‪.‬‬
‫‪ 4.5‬على االستشاريين إنشاء وصيانة ملفات مرجعية فردية لكل عنصر تصميم من عملهم (مثل الخزانات‬
‫واآلبار ومحطات الضخ وما إلى ذلك)‪.‬‬
‫‪ 4.6‬يجب التأكد من أن جميع الرسومات تحتوي على وحدات محددة بحسب النظام الدولي للوحدات )‪،(SI‬‬
‫حيث كل وحدة تساوي مترا ً واحدا ً‬
‫‪ 4.7‬يجب وضع العناصر التي لم يتم تنفيذها في طبقة (أو طبقات) منفصلة ووضع عالمة عليها بوضوح على‬
‫أنها "غير مبنية"‬
‫‪ 4.8‬يجب أن تكون الرموز المستخدمة في الحاشية مطابقة للرموز المستخدمة في الرسومات‪.‬‬
‫‪ .5‬مالحظات ال عالقة لها بنظم المعلومات الجغرافية )‪(GIS‬‬
‫من الممارسات الجيدة البدء في تطوير رسومات قياسية لكل مكون من مكونات شبكات خطوط األنابيب‪ ،‬بحيث‬
‫يتم ضمان توحيد معايير التصاميم المعدة والمقدمة والرسومات "كما هي مبنية"‪.‬‬
‫‪Page C3‬‬
‫‪Final Report‬‬
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Annex D- Standard Operating Procedures
for Working with AutoCAD and ArcGIS Water Network
What to look for and do in AutoCAD
 Open the AutoCAD file and make sure that the model is clean and only includes the hydraulic elements
in questions. The model should not include temporary drafted elements, inlays, or legends
 Open the AutoCAD file and check the adopted snapping setting. Make sure that the snap environment
is appropriately defined and has been correctly implemented in the file
 Open the AutoCAD file and make sure that the file is using the X Y coordinates drawn in the projection
grid in the CAD file. From the X Y coordinates listed in the grid, try to predict the coordinate system
used. Often this is either UTM 36 or Stereographic Lebanon.
 Make sure that the AutoCAD file has drawn all the house/commercial connections as lines that
connect the demand points to the network.
 Make sure that the control valves, air valves, pressure regulating valves, endcaps, washouts, tees,
demand point valve/plug, tanks, pumping stations, and wells are drawn as points and each is placed
in a separate layer.
 Make sure that pipes are placed in separate layers that are defined at least by the diameter.
 Ensure that all pipe connections in the AutoCAD file that go beyond two pipes have a corresponding
stake (T-connection) that is clearly explained in the AutoCAD file
 Make sure that the symbology used in the legend is identical to the symbology used in the drawings
 Make sure the following data are provided in the AutoCAD file:
- Pumping Stations Attributes: Name/ID and Elevation (Z)
- Wells Attributes: Name/ID/Flow/Depth/Elevation (Z)
- Pressure regulator Valves (PVR): Name or Label/From Pressure/To Pressure/Elevation (Z)
- Flow Control Valve (FCV): Name or Label/Flow / Elevation (Z)
 Make sure that the relevant information cornering the tanks, including their status (existing or
proposed), type (local or regional), category (elevated or ground), shape (circular or rectangular),
height, volume, diameter and elevation (as attributes or annotations) are available within the
AutoCAD file as a block or as an annotation.
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What to look for and do in ArcGIS
 Import the AutoCAD file into ArcGIS and define the projection system of the file. Make sure that the
network appears in its correct location when added on top of a baseline map.
 Create a geodatabase in Catalog and within it a Feature Dataset that is unique for the network
understudy. Set the coordinate system for all Feature classes in that dataset.
 If the AutoCAD data only has demand points then make sure that you generate and integrate the
house connections with main distribution network (check slides on how to generate house
connections from point data).
 Develop topology rules and identify violations in the network. Several of the software identified
violations are exceptions to the rules and need to be entered as exclusions. Your topology rules should
include at least the following rules and you should validate the topology many times until you do not
find any errors:
-
Must Be Larger Than Cluster Tolerance (Lines): Set cluster tolerance for the pipe layer(s), choosing
up to 1 to 2 meters is a safe bet given the existing data quality)
- Must Not Overlap (lines): all pipes
- Must Not Intersect (lines): all pipes
- Must Not Intersect With (lines): house connections and the main transition lines
- Must Not Have Dangles (lines): all pipes
- Must Not Overlap With (lines): distribution lines and transmission lines
- Must Not Self-Overlap (lines): all pipes
- Must Not Self-Intersect (lines): all pipes
- Endpoints Must be Covered (Line-Point): (PRV and pipes; air valves and pipes)
- Must Coincide with (points): (valves and pipe junctions)
- Must Be Covered By Endpoint Of (Line-Point): valves and pipes, houses and pipes, endcaps and
pipes
- Must Be Disjoint (points): valves
 Open the attributes of each of the layers and check their attributes for missing information or
inconsistencies. Check at least the following the following:
-
All pipe diameters are entered and that the values make sense and that the units are specified in
the title of the column or as part of the metadata.
- Make sure that the diameter of each valve corresponds to the dimeter of the pipeline on which it
is placed on.
- Tank elevation, capacity, shape, and height are entered.
 Once the data is clean and no violations and missing information are apparent, make sure that you
have a junction point at every pipe connection or at each valve. This can be done as part of the
topology cleaning.
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 Ensure that you have elevation data for each junction, valve, and tank in the network. Elevation data
reported in the AutoCAD needs to be respected. Any missing elevation data will need to be
interpolated from a DEM or a contour map that is of the highest available resolution.
 Adopt for the pipes a directed arrow symbology and assess directions of flow. Any pipes with revered
flow directions will have to be fixed through Flipping the direction of a line under an Edit session. Pipes
with ambiguous flow directions will need to be field ascertained.
 Export the Feature classes as shapefiles and read them in WaterGEMS. Make sure that no errors are
returned from WaterGEMS. Minor errors can be fixed in WaterGEMS and correlated at the same time
in ArcGIS. More substantial errors will require addressing these issues in ArcGIS and then re-exporting
to WaterGEMS.
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Annex E- AutoCAD/ GIS Training
SLWE training
The AutoCAD/ GIS training at SLWE was held online, via the WebEX platform, on Thursday
February 4, 2021, due to the total lockdown. The training was attended by 8 SLWE staff members
as listed below.
1.
2.
3.
4.
5.
6.
7.
8.
Ali Kesrwan
Maher Chebbo
Hussein Rammal
Hussein Hayek
Abbass Chmeis
Hassan Youssef
Khaled Saadyie
Ali Diab
A pre- and post- evaluation questionnaire was prepared to be administered to the trainees
(Appendix E1). However, due to connection issues at SLWE on the morning of the training and
the inability of the trainees to join individually, the survey polls could not be conducted.
Furthermore, the connection issues caused major delays in the start of the training, limiting the
available time to give the training and conduct practical training.
The attendees were asked to evaluate the training (Appendix E2). The results are summarized in
Table E1 below. Seven out of 8 trainees completed the evaluation form. Overall, the trainees
seemed very satisfied with the training, with scores ranging from 4.0 to 4.71 out of 5. Since the
audience had varying levels of education and expertise, some felt that the topics were
complicated and not directly relevant to their needs, despite the fact that the required
background and AutoCAD/GIS knowledge of trainees was clearly communicated to organizers.
Finally, the attendees emphasized the need to conduct more practical exercises during the
training.
Table E1. Summary of evaluation of training by trainees
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Parameter
Average scores out of 5
Coverage of subjects
4.43
Understanding
4.14
Boring vs interesting
4.00
Not informative vs informative
4.43
Not relevant vs relevant to my needs
4.14
Lectures convenient
4.43
Training organization
4.43
Trainer's knowledge of the subject
4.71
Training facilitation
4.71
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NLWE training
The AutoCAD/ GIS training at NLWE was held online, via the WebEX platform, on Thursday
February 18, 2021, due to the total lockdown. The training was attended by 7 NLWE staff
members as listed below.
1.
2.
3.
4.
5.
6.
7.
Eng. Gaby Nasr
Eng. Simon Baraket
Eng. Sibaa Raad
Eng. Rula Bissar
Eng. Nisrine Abdallah
Ms. Doha Akkari
Eng. Wiam Obeid
A pre- and post- evaluation questionnaire was administered to the trainees (Appendix E1). The
results improved from 56% to 73%. Better results were noted for the AutoCAD part of the
evaluation, as all trainees are more proficient in AutoCAD.
In addition, the attendees were asked to evaluate the training (Appendix E2). The results are
summarized in Table E2 below. Five out of 8 trainees completed the evaluation form. Overall, the
trainees seemed very satisfied with the training, with scores ranging from 4.0 to 4.8 out of 5.
Since the audience had varying levels of expertise, some felt that the topics were complicated
and not directly relevant to their needs, despite the fact that the required background and
AutoCAD/ GIS knowledge of trainees was clearly communicated prior to the training. Facilitation
was a bit challenging due to the online nature of the training and the internet connection issues,
which resulted in less time available for practical exercises. Finally, the attendees emphasized
the need to conduct more practical exercises during the training.
Table E2. Summary of evaluation of training by trainees
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Parameter
Average scores
out of 5
Coverage of subjects
4.2
Understanding
4.8
Boring vs interesting
4.6
Not informative vs informative
4.4
Not relevant vs relevant to my needs
4.2
Lectures convenient
4.4
Training organization
4.2
Trainer's knowledge of the subject
4.8
Training facilitation
4.0
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BWE Training
The AutoCAD/GIS training at BWE was held online, via the WebEX platform, on Thursday March
4, 2021, due to Covid-19 Restrictions. The training was attended by 6 BWE staff members as listed
below.
1.
2.
3.
4.
5.
Eng. Ali Al Nemr
Eng. Ali Nasser El Dine
Eng. Joseph Al Morr
Eng. Mohammad Ali Al Hajj Hassan
Eng. Souheil Roufayel (left the training session early and did not participate in pre- and
post- evaluation survey)
6. Eng. Paula Hawi (did not fully attend and did not participate in post- evaluation survey)
A pre- and post-training evaluation questionnaire was administered to the trainees (Appendix
E1). The results of the post-training showed significant improvement over those of the pretraining, from 45% to 90% correct answers. Slightly better results were noted for the AutoCAD
part of the evaluation, as all trainees are more proficient in AutoCAD.
The attendees were asked to evaluate the training (Appendix E2). The results are summarized in
Table E3 below. Four out of 6 trainees, those who attended the full training, completed the
evaluation form. Overall, the trainees seemed very satisfied with the training, with an overall
score of 4.7 out of 5.0 and individual scores ranging between 4.5 and 5.0. Since the audience had
varying levels of education and expertise, some felt that the topics were complicated or not
directly relevant to their needs, even though the required background and AutoCAD/GIS
knowledge of trainees was clearly communicated to organizers. Nevertheless, all trainings rated
the training as very informative. Finally, the attendees emphasized the need to conduct more
practical exercises during the training.
Table E3. Summary of evaluation of training by trainees
Parameter
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Average scores
out of 5
Coverage of subjects
4.75
Understanding
4.50
Boring vs interesting
4.50
Not informative vs informative
5.00
Not relevant vs relevant to my needs
4.50
Lectures convenient
4.75
Training organization
4.75
Trainer's knowledge of the subject
4.50
Training facilitation
4.75
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Appendix E1- AutoCAD/GIS Pre- and Post-Training Evaluation Questions
1. How would you include information on the volume or height of a reservoir in AutoCAD:
A. I can only do that as an annotation
B. Insert it as block
C. Add it as a layer
D. You cannot add it
E. I do not know
Correct Answer: B
2. If your water network has 7 different pipe diameters, how many layers should you have for them in
AutoCAD?
A. All pipes in 1 layer
B. Each pipe diameter in a separate layer
C. Pipes along with all other linear features should all be on 1 layer
D. It does not matter how many layers I use, as that will not affect my output
E. I do not know
Correct Answer: B
3. The cartouche/legend in AutoCAD should be drawn in:
A. In the model using any layer
B. Only in the layouts
C. In both the layouts and the model
D. In none. There is no need for a cartouche
E. I do not know
Correct Answer: B
4. In AutoCAD Valves, washouts, endcaps, tanks, ARVs, and PRVs should be represented/drawn as:
A. Points
B. Polylines
C. Polygons
D. Annotations
E. Does not matter
F. It does not matter
Correct Answer: A
5. If you open your AutoCAD file and you find that the water network is drawn but not according to the
geographic coordinate system that is defined on the grid, which of the following is TRUE?
A. I can fix it in AutoCAD by moving the entire network to a defined point that I know its X and
Y
B. I cannot fix this in AutoCAD and I need to ask that all the drawings are redone
C. I cannot fix this in AutoCAD but I can do that in ArcGIS
D. It does not matter whether I fix it or not. I can continue to work with the file as is
E. I do not know
Correct Answer: A
6. If I only have the location of the water meters as points, can I generate the household pipes from
them in ArcGIS?
A. Yes, but I have to do it manually
B. Yes, I can use the Near and Append tools
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C.
D.
E.
F.
Yes, I can use the intersect tool
Yes, I can use the Explode tool
No I cannot
I do not know
Correct Answer: B
7. For the hydraulic modeling, should I in ArcGIS allow a pipe to extend beyond a valve that is
collocated on it?
A. True
B. False
C. I do not know
Correct Answer: B
8. Topology is possible with:
A. Shapefiles
B. With features participating in a geometric networks
C. With any feature class in a geodatabase
D. With feature classes in a common feature dataset in a geodatabase
E. All of the above
F. I do not know
Correct Answer is: D
9. What topology rule should I enforce if I want to make sure that the valves are located on a pipe?
A. Point Must Be Covered By Line
B. Must Be Covered By Endpoint Of
C. Must not self intersect
D. Contains Point
E. None of the above
F. I do not know
Correct Answer is: A
10. How can I define flow in a geometric network?
A. By defining it based on Sources and Sinks
B. By defining flow from drawing direction
C. By running the flow accumulation tool
D. A and B
E. A and C
F. I do not know
Correct Answer is: D
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Appendix E2- Overall Training Evaluation Survey
Question
Strongly agree
Agree
Neutral
Disagree
Strongly disagree
1. Topics are adequately
covered
2. Material easy to
understand
3. Material is interesting
4. Training is informative
5. Training relevant to my
needs
6. Lectures are convenient
to use
7. Training well organized
8. Trainers knowledgeable in
the subject
9. Training well managed
and facilitated
10. What other topics could be covered in the training?
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
11. Any suggestions for improvement?
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
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Annex F- Standard Practice for Basic Hydraulic Models
AnnexF_SOP_Standar
dPracticeforBuildingHydraulicModels.docx
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Annex G- Basic Hydraulic Modeling Training
SLWE training
The Basic Hydraulic Modeling training at SLWE was held online, via the WebEX platform, on
Thursday February 11, 2021, due to the total lockdown. The training was attended by 8 SLWE
staff members as listed below.
1.
2.
3.
4.
5.
6.
7.
8.
Ali Kesrwan
Maher Chebbo
Hussein Rammal
Hussein Hayek
Abbass Chmeis
Hassan Youssef
Khaled Saadyie
Kassem Abou Dib
A pre- and post- evaluation questionnaire was administered to the trainees (Appendix G1). The
results improved from 39% to 71%.
The attendees were asked to evaluate the training (Appendix G2). The results are summarized in
Table G1 below. Seven out of 8 trainees completed the evaluation form. Overall, the trainees
seemed very satisfied with the training, with scores ranging from 4.25 to 5 out of 5. The lowest
score was for training organization, which could be attributed to its online nature and the
associated connection problems encountered and the incompatibility of some files with the
trainees’ software, which limited the ability to do enough practice exercises. The trainer
promised to cover some of the missed topics during the upcoming training on hydraulic model
calibration.
Table G1. Summary of evaluation of training by SLWE trainees
Parameter
Average scores out of 5
Coverage of subjects
4.3
Understanding
4.5
Boring vs interesting
4.9
Not informative vs informative
5.0
Not relevant vs relevant to my needs
4.5
Lectures convenient
4.5
Training organization
4.4
Trainer's knowledge of the subject
5.0
Training facilitation
4.5
Finally, the attendees emphasized the need to
 conduct more practical exercises during the training
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


train on importing files from GIS, CAD, and Excel
train on Water Hammer analysis
extend the training over a second day
NLWE training
The Basic Hydraulic Modeling training at SLWE was held online, via the WebEX platform, on
Thursday February 25, 2021, due to the total lockdown. The training was attended by 6 NLWE
staff members as listed below.
1.
2.
3.
4.
5.
6.
Eng. Gaby Nasr
Eng. Simon Baraket
Eng. Sibaa Raad
Eng. Rula Bissar
Eng. Nisrine Abdallah
Ms. Doha Akkari
A pre- and post- evaluation questionnaire was administered to the trainees (Appendix G1). The
results improved from 44% to 66%.
In addition, the attendees were asked to evaluate the training (Appendix G2). The results are
summarized in Table G2 below. Five out of 6 trainees completed the evaluation form. Overall,
the trainees seemed very satisfied with the training, with scores ranging from 4.6 to 5 out of 5.
Since the audience had varying levels of expertise, some felt that the topics were not directly
relevant to their needs, despite the fact that the required background of trainees was clearly
communicated prior to the training. Facilitation was a bit challenging due to the online nature of
the training and the internet connection issues, which resulted in less time available for practical
exercises.
Table G2. Summary of evaluation of training by NLWE trainees
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Parameter
Average scores out of 5
Coverage of subjects
4.6
Understanding
4.6
Boring vs interesting
4.6
Not informative vs informative
4.8
Not relevant vs relevant to my needs
4.6
Lectures convenient
4.6
Training organization
4.8
Trainer's knowledge of the subject
5.0
Training facilitation
5.0
Final Report
Page G2
BWE Training
The Basic Hydraulic Modeling training at BWE was held online, via the WebEX platform, on
Thursday March 11, 2021, due to the Covid-19 restrictions. The training was attended by 7 BWE
staff members as listed below.
1.
2.
3.
4.
5.
6.
7.
Eng. Ali Al Nemr
Eng. Ali Nasser El Dine
Eng. Ghiwa Farah
Eng. Joseph Al Morr
Eng. Michel Rizk
Eng. Mohammad Ali Al Hajj Hassan
Eng. Souheil Roufayel
A pre- and post-training evaluation questionnaire was administered to 6, out of 7, trainees
(Appendix G1). The results improved from 57% to 65% correct answers, which highlighted the
need for additional training in “Basic Hydraulic Modeling.”
The attendees were asked to evaluate the training, using the same evaluation form as that used
for AutoCAD/GIS training (Appendix G2). The results are summarized in Table G3 below. Six out
of 7 trainees completed the evaluation form. Overall, the trainees seemed satisfied with the
training, with scores ranging from 4.0 to 4.8 out of 5. The lowest score was for training being rich
in information. Since the audience had varying levels of education and expertise, some felt that
the topics on ‘Basic Hydraulic Modeling’ were easy or not directly relevant to their needs.
However, while some trainees already worked on hydraulic modeling at BWE, others did not,
which confirms the need to do this training for all relevant engineers to bring them to an equal
level of knowledge. Furthermore, the pre-evaluation score showed that the trainees needed a
refresher in basic hydraulic modeling. As for training facilitation, it was a bit challenging due to
the online nature of the training and the internet connection issues, which resulted in less time
available for practical exercises.
Table G3. Summary of evaluation of training by trainees
Parameter
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Average scores
out of 5
Coverage of subjects
4.3
Understanding
4.3
Boring vs interesting
4.2
Not informative vs informative
3.8
Not relevant vs relevant to my needs
4.2
Lectures convenient
4.2
Training organization
4.2
Trainer's knowledge of the subject
4.8
Training facilitation
4.0
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Page G3
Finally, the attendees emphasized the need to
 Follow up with more advanced training
 Consider different scenarios of demand and valve distribution
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Appendix G1- Basic Hydraulic Modeling Pre- and Post-Training Evaluation Questions
Please highlight the correct answer and email back:
1. In the conservation of mass equation input can be less than the output
A. True
B. False
2. Water velocity is one form of energy in the energy equation:
A. True
B. False
3. It is possible for water to move from a lower energy point (1) to a higher energy point (2) if:
A. Point (2) is located at a lower elevation than point (1)
B. Pressure at point (1) is higher than the pressure at point (2)
C. If a pump is added in between points (1) and (2)
D. All of the above
4. In a “Tee” Junction the following applies:
A. The sum of exit pressures is equal to the incoming pressure
B. The pressure is common for all points
C. The flow velocity is the same for all 3 points
D. The incoming flow velocity is higher than the exit flow velocities
5. If I put my thumb on the outlet of a hose discharging water, I can get more pressure out:
A. True
B. False
6. The hydraulic Grade line refers to:
A. The sum of all the elements in the energy equation
B. The sum of the pressure head and elevation head
C. Is synonymous with the pressure head
7. The velocity head is normally small and can be ignored
A. True
B. False
8. Booster pumps can be used for:
A. Boosting overall flow
B. Boosting system pressure
C. Water sprays
D. Boosting the morale of the operator
9. Hydraulic models can be used for:
A. Calculating performance data
B. Analyzing operation scenarios
C. Analyzing design alternatives
D. All of the above
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10. Hydraulic models will never:
A. Design a pipe network
B. Correct design mistakes
C. Pinpoint leaks in the system
D. Produce exact results
E. All of the above
11. A Steady State model produces a snapshot of flow and pressure data in time:
A. True
B. False
12. An extended-time simulation is used mainly for:
A. Identifying leaks in the system
B. Analyzing system operation
C. Locating users with high water consumption
D. Locating old pipes
13. The most efficient method for locating errors in a hydraulic model by:
A. Applying color highlights
B. Sorting data in the flex tables
C. Producing graphs
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Appendix G2- Overall Training Evaluation Survey
Question
Strongly agree
Agree
Neutral
Disagree
Strongly disagree
1.
Topics are
adequately covered
2. Material easy to
understand
3. Material is interesting
4. Training is informative
5. Training relevant to my
needs
6. Lectures are convenient
to use
7. Training well organized
8. Trainers knowledgeable in
the subject
9. Training well managed
and facilitated
10. What other topics could be covered in the training?
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
11. Any suggestions for improvement?
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
_____________________________________________________________________________________________
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Annex H- SOPs for Water Accounting
Household and bulk water meters survey and maintenance campaign

Survey all household and bulk water meters that are installed in all small and medium-sized
water networks that belong to the regional water establishment

Check the condition of each and every surveyed water meter (household and bulk), and
prepare a list of non-functioning water meters in each network.

Initiate and implement a maintenance campaign and maintain all non-functioning water
meters (as per the prepared list). Continue with the campaign until all water meters become
in a good functioning condition

Make sure that all household and bulk water meters are calibrated and giving correct readings

Install meter boxes around all household water meters and lock these boxes to make the
meters inaccessible to consumers (‫)رصرصة‬

Create a reporting/maintenance system for household and bulk water meters in order to
report and maintain any non-functional meter routinely
Establish a database of household and bulk water meter historical readings
 It is very important to establish a database of historical data of household and bulk water
meters readings to be used for statistical analysis of water supply and consumption trends,
physical losses, commercial losses, etc.
 Register all surveyed household and bulk water meters in an electronic database that
identifies household water meters by X and Y coordinates, meter serial number, and
subscriber name.

Take monthly readings from all surveyed and maintained household and bulk water meters.

Store the household and bulk water meter readings in the established database.
Calculate water balances in small and medium-sized water networks
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
Check collected historical data of household and bulk water meter readings for its quality and
reliability.

Clean the historical data by replacing all non-realistic outliers with historical averages.

Calculate daily averages of water supply and consumption at the levels of the whole network,
district meter zones (DMZ’s) and households within a network using mass balance equations
at each level (As per the attached excel sheets)

Calculate daily averages of physical water losses at the levels of the whole network and
district meter zones (DMZ’s) within a network using mass balance equations at both levels
(As per the attached excel sheets of water balance calculations)

Calculate the daily averages of physical non-revenue water (NRW) percentage at the levels of
the whole network and district meter zones (DMZ’s) within a network by dividing calculated
water losses over water supply – within each of these levels – and multiplying the result by
100% (As per the attached excel sheets of water balance calculations)

Calculate the daily averages of commercial non-revenue water (NRW) percentage at the
levels of the whole network and district meter zones (DMZ’s) within a network by dividing
subtracting billed water volume from water supply volume – within each of these levels – and
dividing the result over the water supply volume (and multiplying the result by 100% - as per
the attached excel sheets of water balance calculations)
NRW SERVICES
Final Report
Page H2