HomeMy WebLinkAboutWater System Capacity StudyPORT BURWELL SECONDARY WATER SUPPLY SYSTEM
BAYHAM WATER DISTRIBUTION SYSTEM
MUNICIPALITY OF BAYHAM
WATER SYSTEM CAPACITY STUDY
CYRIL J. DEMEYERE LIMITED
CONSULTING ENGINEERS
TILLSONBURQ ONTARIO
CDL 13May 233
0933
Consulting Engineers
TABLE OF CONTENTS
1.0 INTRODUCTION
2.0 EXISTING SYSTEM
PAGE
2.1
Overview
1
Figure 2.1 System Overview
2
2.2
Existing Flows
3
Chart 2.2 Existing Flows
3
3.0
SYSTEM ANALYSIS AND SYSTEM MODELLING
3.1
Overview
4
3.2
Model Assumptions
4
3.3
Calibration of Existing Model
5
3.3.1 Hydrant Flow Comparison
6
3.4
Output from EPANET - Water Distribution System Modelling
7
3.4.1 Average Day - Existing Conditions
7
Figure No. 2 Pressure Contours - Average Day
8
3.4.2 Maximum Day - Existing Condition
9
Figure No. 3 Pressure Contours - Maximum Day
10
3.4.3 Peak Hour - Existing Condition
11
Figure No. 4 Pressure Contours - Peak Hour
12
3.4.4 Maximum Day + Fire Flows - Vienna - Existing Condition
13
Figure No. 5 Pressure Contours - Maximum Day + Fire Flows - Vienna
14
3.4.5 Maximum Day + Fire Flows - Port Burwell - Existing Condition
15
Figure No. 6 Pressure Contours - Maximum Day + Fire Flows - Port Burwell
16
3.4.6 Maximum Day + Future Conditions
17
Figure No. 7 Pressure Contours - Maximum Day + Future Flows (2020)
to Port Burwell and Vienna
18
3.4.7 Maximum Day - Future Conditions with Straffordville and Eden
19
Figure No. 8 Pressure Contours - Maximum Day + Future Flows
to Straffordville and Eden
20
3.5
Summary of Observations
3.5.1 Average Day - Existing Conditions
21
3.5.2 Maximum Day - Existing Conditions
21
3.5.3 Peak Hour Conditions
21
3.5.4 Fire Flow Conditions
21
3.5.5 Maximum Day - Future Conditions (2020)
21
3.5.6 Future Scenarios - Extension of the Water Supply to Straffordville & Eden
22
3.5.6.1 Observations - Based on Modelling Using 2004-2006 Flow Data
22
3.5.6.2 Observations - Based on 2009 and 2010 Flow Data
22
4.0 STORAGE CAPACITY
4.1 Water Storage Capacity Analysis 22
4.1.1 Total Required Storage - Based on 2004 to 2006 Flow Data 23
4.1.2 Total Required Storage - Based on 2009 to 2010 Flow Data 24
4.2 Water Storage Capacity Observations 25
5.0 SUMMARY
5.1 Existing System 25
5.1.1 Options to Increase System Capacity 26
5.1.2 Recommended Improvements to the Existing Distribution System 26
Figure - Future Considerations - Strafordville and Eden 27
5.2 Future System Expansion 28
6.0 CONCLUSIONS 28
Appendix `A' CJDL Proposal Letter - 9 December 2010
Appendix `B' Epanet Model - Base (.inf) Input File
18 February 2011
Municipality of Bayham
9344 Plank Road North
P.O. Box 160
Straffordville, Ontario
NOJ IY0
RE: BAYHAM WATER DISTRIBUTION SYSTEM -
WATER SYSTEM CAPACITY STUDY
MUNICIPALITY OF BAYHAM
ATTENTION: MR. ED ROLOSON WATER/WASTEWATER SUPERINTENDENT
Dear Sir:
0933
In accordance with the terms of reference set out in Cyril J. Demeyere Limited's proposal letter
dated 9 December 2009 (attached as Appendix `A'), and subsequent comments received from the Port
Burwell Secondary Water Supply System Operators herein follows a WATER SYSTEM CAPACITY
STUDY as requested.
1.0 INTRODUCTION
Cyril J. Demeyere Limited was requested by the Municipality of Bayham to undertake a capacity study
of the Port Burwell secondary water supply system infrastructure within the Municipality of Bayham.
The goals of the study were set out to: (1) map the water distribution network and incorporate it into the
Municipality's GIS database (2) create a digital model of the system which accurately represents existing
conditions, (3) identify problem areas and recommend improvements, and (4) review capacity of system
for future expansion north along Plank Road to service Straffordville and Eden.
2.0 EXISTING SYSTEM
2.1 Overview
The Port Burwell Secondary Water Supply System (PBSS) is a part of the Elgin Area Primary Water
Supply System (EAPS) which receives water from Lake Erie through the Elgin Area Water Treatment
Plant near Port Stanley, Ontario. Water is transmitted through a 300 mm o (12") transmission line to
communities in the Municipalities of Central Elgin and Bayham and the Township of Malahide, supplying
treated water to a total population of approximately 2,520 (2006 data). The scope of this study was
limited to the portion of the Port Burwell Secondary Water Supply System located in the Municipality
of Bayham, serving the communities of Port Burwell and Vienna. The population supplied in Bayham,
not including rural connections, is approximately 1,320, consisting of Port Burwell (890) and Vienna
(430) based on 2006 Census data.
The Port Burwell water distribution system was constructed in 1970 by the Ontario Water Resources
Commission and was extended north from Port Burwell on Highway No. 19 (Plank Road) in 1978 to
connect Vienna. A 250 mm e watermain crossing of Otter Creek supplying Vienna was abandoned in
1990 and replaced with an extension of the watermain along Highway No. 19. In 1993, modifications
to the water system included the construction of a 250 mm a watermain on Brown Road and Vienna Line
to improve fire flows and system pressures in the Village of Vienna. A 1,516 m' elevated storage tank,
situated in Lakeview, Township of Malahide, Ontario, provides storage for peak demands and fire flows
while also buffering fluctuations in pressures. In addition, a booster pump is located on the trunk
watermain to Vienna on Centre Street to maintain minimum standard pressures in Vienna, during peak
flows. Figure No. 1 provides an illustration of the system overview.
CJ Dl
Co.sWting Engineers Page 1 of 28
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2.2 Existine Flows
Historical flow data is available for the Municipality of Bayham at Richmond Road meter chamber E034
and for Port Burwell at meter chamber E038, located at the intersection of Brown Road and Nova Scotia
Line (County Road No. 42). Vienna flows are recorded at meter V001 located north of meter chamber
E038. Annual flows are summarized in the following chart:
Chart 2.2 Existinia Flows
YEAR
SYSTEM
TOTAL
PBSS)
BAYHAM
TOTAL
E034)
PORT
BURWELL
(E038
VIENNA
(V001)
2010**
281,428 m'
(8.92 Us)
174,439 m'
(5.53 Us)
121,681 m'
(3.86 Us)
48,250 ml
(1.53 Us)
2009*
279,654 m'
168,155 m'
N/A
N/A
2008*
350,752 m'
181,351 m'
117,455 m'
50,870 m3
2007*
3 82,3 64 m'
189,595 m'
109,525 ml
36,455 m3
2006
399,074 m'
197,071 m'
104,545 m'
71,665 m'
2005
375,111 m'
190,494 m'
118,400 ins
51,865 m'
2004
316,135 In'
171,104 m3
114,775 ml
50,280 m'
Based on
2004 - 2006 values only
Average 363,440 m'
186,223 In'
112,573 m3
57,937 m'
Daily Avg. 996 m3/day
510.2 m3/day
3,084 m3/day
158.7 m'/day
Demand Avg. 11.5 Us
5.91 Us
3.57 Us
1.84 Us
* Meter failures occurred during these years
** The 2010 data was not received until after modelling had been completed.
Due to the meter failures experienced in E038 and V001 from 2007 to 2009, the average flows were
calculated using 2004 to 2006 flow data. The average day demand for the Municipality of Bayham @
5.91 Us equates to 386.5 L/person/day which is within the Ministry of Environment's recommended
range of 270 to 450 L/person/day. The calculated daily average flows are considered to be a conservative
estimate of current flows, due to the implementation of a long term water loss strategy progress in 2008.
According to the system operators and 2009 overall system totals, this loss reduction program has resulted
in a reduction in overall demand between 7 and 19% in 2009.
Initial flow testing by PBSS Operators at the Elgin Area Primary Water Supply indicated the system can
provide an approximate maximum flow of 30 Us to the Port Burwell Secondary Water Supply System.
Flow data from 2004 to 2006 indicates approximately 50% is used by customers in the Municipality of
Central Elgin and the Township of Malahide combined and 50% is used by customers in the Municipality
of Bayham. In 2010, following implementing a loss reduction program, the split in usage changes to
approximately 38% usage by the Municipality of Central Elgin and the Township of Malahide combined,
and 62% by the Municipality of Bayham.
CJ Dl
Consulting Enginssrs Page 3 of 28
3.0 SYSTEM ANALYSIS AND SYSTEM MODELLING
3.1 Overview
In order to assess current and future capacity of the Bayham water distribution system, a computer model
of the Port Burwell secondary water distribution system was created to estimate flows, pressures, and
storage levels throughout the system. The software used to carry out the hydraulic analysis was EPANET
Version 2.0, developed by the U.S. Environmental Protection Agency, Water Supply and Water Resource
Division, of Cincinnati, Ohio. EPANET software capabilities include network analysis of complex
systems, storage capacity analysis and system quality analysis.
An EPANET model for the Port Burwell secondary water distribution system in the Municipality of
Bayham was developed from as -constructed drawings and GIS data extracted from the Municipality's GIS
database. Flow data, calibration data and operational information is based on historical values collected
with a Supervisory Control and Data Acquisition (SCADA) system.
3.2 Model Assumptions
In the development of the EPANET model, several assumptions were made about the existing and future
systems. The following are general assumptions that are used throughout the model development. More
specific assumptions are outlined in each of the model scenarios.
• The model of the existing system is based on available information and is considered to be reasonably
accurate and complete. Although it has not been fully calibrated, a reasonable correlation has been
found between predicted static pressures and measured static pressures at hydrants and between
predicted fire flows and measured flows from hydrants.
• Water usage in the model is based on the average of 2004 to 2006 data (see Section 2.2). Available
supply to the PBSS, for modelling purposes, was based on the initial testing by Operators as 30 Us.
An average day demand of 5.91 Us for Central Elgin and Malahide was used. A design year of 2020
(a 10 year horizon) is used for Future Conditions.
• The existing supply from the Elgin area primary water supply to the Lakeview Elevated Storage Tank
has sufficient capacity to meet the existing system demands
• Populations for Bayham communities based on 2006 Census data are assumed to be as follows:
- Port Burwell 890
- Vienna 430
- Straffordville 825
- Eden 200
• A recent Growth Study was completed by IBI Group for the Municipality of Bayham, as part of the
5 year Official Plan review, indicated a 1.6% annual growth rate can be anticipated for the next 10
years (to 2017). Assuming that growth will be more concentrated in the built up and serviced
communities a 2% annual growth rate has been used.
• All residences in the communities of Port Burwell and Vienna are assumed to be on municipal water.
• Demand nodes are interspersed throughout the model to provide a uniform distribution of demand
throughout the model. Individual services were not modelled and there were no specific large water
users identified.
• The valve between Vienna and Port Burwell on Plank Line at North Road was considered to be
closed for the modelling of current conditions.
CJDI
Consulting Engineers Page 4 of 28
• A Hazen -Williams "C" factor of 130 was used for all PVC pipes. This is higher than MOE's
recommended range of 100 to 120 based on pipe size and represents a smoother pipe surface,
however, it is still more conservative than PVC pipe manufacturer's recommendations of up to 150.
• Elevations are approximate geodetic ground elevations taken from as -constructed drawings and
Ontario Base Mapping.
• The Vienna Booster Pump's operating range is within 207-480 kPa (30-70 psi), and current valving
does not allow boosted pressures back into Port Burwell.
• Average day demand Port Burwell = 3.57 Us
Vienna = 1.84 Us
Rural Bayham = 0.5 Us
Maximum day demand - 2.5 times average day demand was used
• Peak hour demand - 3.75 times average day demand was used
• The Lakeview Elevated Storage was modelled using the following information provided by the
Municipality:
• Capacity = 1,518m' (334,000 imperial gallons)
• Full Elevation = 238.7 in
• Empty Elevation = 228.0 in
• Range of Operation = 10.7 in
• Ground Elevation = 227.99 in
• The level of the Lakeview Elevated Storage Tank controls the amount of flow from the Elgin Area
Primary System to the Port Burwell Secondary Water System. At 8.5 in (236.49 m) the first
100 mm o supply valve is opened and remains open until the tank reaches 9.07 in (237.06 m). If
demand is high and the tank level continues to drop to 7.68 m (235.67 m) the second 100 mm supply
valve is opened and remains open until the tank level reaches 8.54 in (236.53 m).
• For static models, the tank levels were set at 8.75 m (236.74 m), which represents the lower limit of
normal operation. Based on discussion with the system operators, these tank levels are dynamically
controlled by a SCADA system and are adjusted for seasonal variations in demand and water quality
requirements. A tank level of 8.75 is considered a conservative estimate of actual daily average water
tower levels based on available 2010 data.
• Maximum day and peak hour factors, along with fire flow requirements, were based on MOE Design
Guidelines for Drinking Water Systems, 2008. A fire flow of 38 Us is used individually for Vienna
and Port Burwell, based on a population of 500 - 1000; however, 110 Us was used to evaluate water
tower storage capacity, based on MOE Guidelines for a total population of 2,520.
3.3 Calibration of Existing Model
In order to ascertain the calibration accuracy of the existing model, the predicted results were compared
to field data for key aspects of the system as provided by the system operator.
CJDI
Consulting Engineers 'flee 5 of 28
3.3.1 Hydrant Flow Comparison
Static Pressures
Hydrant #9 Port Burwell Retirement Home - Wellington Street between Shakespeare Street and
Milton Street
- Model - Maximum Day - pressure range of 452.2 kPa (65.5 psi) to 455.2 kPa (66 psi)
- Average Day - pressure range of 465.0 kPa (67.4 psi) to 468.0 kPa (67.9 psi)
- Actual Field test on 2 November 2009 - 482.6 kPa (70 psi) - static pressure
Hydrant #52 Vienna Community Centre, 26 Fulton Street, Vienna
- Model - Maximum Day - pressure range 346.7 kPa (50.3 psi) to 349.7 kPa (50.7 psi)
- Average Day - pressure range 359.2 kPa (52.1 psi) to 362.2 kPa (52.5 psi)
- Actual Field test on 15 September 2009 - 358.5 kPa (52 psi)
Fire Flow Results
• Hydrant #52 Vienna Community Centre, 26 Fulton Street, Vienna - Centre Street Booster Pump On
Model - Maximum Day - 46.0 Us @ 140 kPa (20 psi)
- Average Day - 57.0 Us @ 140 kPa (20 psi)
Actual Field test on 2 November 2009 - 63.6 Us @ 172 kPa (25 psi)
• Hydrant #9 Port Burwell Retirement Home, Wellington Street between Shakespeare Street and Milton
Street
- Model - Maximum Day - 50.4 Us @ 140 kPa (20 psi)
- Average Day - 57.0 Us @ 140 kPa (20 psi)
- Actual Field test on 3 November 2009 - 45.5 Us @ 90 kPa (13 psi)
• Hydrant #38 54 Wellington Street, Port Burwell
- Model - Maximum Day - 35.4 Us @ 140 kPa (20 psi)
- Average Day - 39.8 Us @ 140 kPa (20 psi)
- Actual Field test on 3 November 2009 - 45.5 Us @ 90 kPa (13 psi)
• Hydrant #71 Intersection of Light Line and Soper Road, Vienna
- Model - Maximum Day - 34.6 Us @ 140 kPa (20 psi)
- Average Day - 38.6 Us @ 140 kPa (20 psi)
- Actual Field test on 14 September 2009 - 43.9 Us @ 140 kPa (12 psi)
In general, the model underestimates the available fire flows in the Bayham water distribution system,
as compared to actual test data. The model also tends to underestimate results for pressure and flow,
thereby giving confidence to the output of the model. The model was found to be sensitive to the tank
levels at the Lakeview elevated storage facility. Conservative water model results may be accounted for
by the use of the lower values of average tank level in the model and using a conservative `C' valve for
PVC pipe.
CJ Dl
Consulting Englneers
Page 6 of 28
3 4 Output from EPANET - Water Distribution System Modelline
The following key scenarios were modelled in EPANET. The base EPANET model is included in
Appendix `B'.
• Average Day - Existing Conditions
• Maximum Day - Existing Conditions
• Peak Hour - Existing Conditions
• Maximum Day + Fire Flows - Vienna - Existing Conditions
• Maximum Day + Fire Flows - Port Burwell - Existing Conditions
• Maximum Day - Future Conditions
• Maximum Day - Future Conditions with Straffordville and Eden Connected
3.4.1 Average Day - Existing Condition (Fig. No. 2)
Model Input and Assumptions (Static Model)
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: Off
• Valve on 250 min o main on Plank Road at North Street is closed
• Global demand factor for average day = 1.0
Summary of Results - Average Day
Condition
Result
Location
Minimum Pressure - Vienna
237.1 kPa (34.4 psi)
Intersection of Soper Road and
Old Mill Road - Jct. n73
Maximum Pressure - Vienna
612.4 kPa (88.8 psi)
Otter Creek crossing
(Plank Road/Chute Line -
Vienna) - Jct. n10
Minimum Pressure - Port Burwell
398.0 kPa (57.7 psi)
49 Chatham Street - Jct. n4
Maximum Pressure - Port Burwell
607.6 kPa (88.1 psi)
Otter Creek crossing (Bridge
Street - Port Burwell) - Jct. n8
Figure No. 2 illustrates calculated pressure contours for a Average Day.
CJDI
Consulting EoginEEf5
Page 7 of 28
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3.4.2 Maximum Day- Existing Condition (Fig. No. 3)
Model Input and Assumptions (Static Model)
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: Off
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor for maximum day = 2.5
Summary of Results - Maximum Day
Condition
Result
Location
Minimum Pressure - Vienna
224.1 kPa (32.5 psi)
Intersection of Soper Road and
Old Mill Road - Jct. n73
Maximum Pressure - Vienna
599.4 kPa (86.9 psi)
Otter Creek crossing - Jct. n10
Minimum Pressure - Port Burwell
385.0 kPa (56.0 psi)
49 Chatham Street - Jct. n4
Maximum Pressure - Port Burwell
594.9 kPa (86.3 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Figure No. 3 illustrates calculated pressure contours for a Maximum Day.
CJDI
Consulting Engineers Page 9 of 28
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3.4.3 Peak Hour - Existing Condition (Fig. No. 4)
Model Input and Assumptions (Static Model)
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: Off
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor for peak hour = 3.75
Summary of Results - Peak Hour
Condition
Result
Location
Minimum Pressure - Vienna
206.5 kPa (30.0 psi)
Intersection of SopjRoadandOld Mill Road - JcMaximum
Pressure - Vienna
581.9 kPa (84.4 psi)
Otter Creek crossin
Minimum Pressure - Port Burwell
369.2 kPa (53.5 psi)
49 Chatham Street - Jct. n4
Maximum Pressure - Port Burwell
577.7 kPa (83.8 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Figure No. 4 illustrates calculated pressure contours for Peak Hour.
CJ Dl
Consulting Engineers Page I I of 28
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3.4.4 Maximum Day + Fire Flows - Vienna - Existing Condition (Fig. No. 5)
Model Input and Assumptions (Static Model)
• Lakeview Elevated Storage
Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: On
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor for maximum day = 2.5
• Fire flows for Vienna (pop. 430) = 38 Us
• Fire flows modelled at Hydrant #52, Vienna Community Centre, 26 Fulton Street
Summary of Results - Maximum Day + Fire Flows - Vienna
Condition
Result
Location
Minimum Pressure - Vienna
101.9 kPa (14.8 psi)
Centre Street before booster
pump - Jct. n48
Low Pressure - Vienna
134.1 kPa (19.4 psi)
Intersection of Soper Road and
Old Mill Road - Jct. n73
Maximum Pressure - Vienna
509.9 kPa (73.9 psi)
Otter Creek crossing - Jct. n10
Minimum Pressure - Port Burwell
253.6 kPa (36.8 psi)
49 Chatham Street - Jct. n4
Maximum Pressure - Port Burwell
462.7 kPa (67.1 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Figure No. 5 illustrates calculated pressure contours for a Maximum Day + Fire Flows in Vienna.
CJDI
Consulting Engineers
Page 13 of 28
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3.4.5 Maximum Day + Fire Flows - Port Burwell - Existing Condition (Fig. No. 6)
Model Input and Assumptions (Static Model)
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: Off
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor for maximum day = 2.5
• Fire flows for Port Burwell (pop. 890) = 38 Us
• Fire flows modelled at Hydrant 49, Port Burwell Retirement Home, Wellington Street between
Shakespeare Street and Milton Street
Summary of Results - Maximum Day + Fire Flows (Port Burwell)
Condition
Result
Location
Minimum Pressure - Vienna
92.8 kPa (13.5 psi)
Intersection of Soper Road and
Old Mill Road - Jct. n73
Maximum Pressure - Vienna
468.2 kPa (67.9 psi)
Otter Creek crossing - Jct. n l0
Minimum Pressure - Port Burwell
206.6 kPa (30.5 psi)
Elizabeth Street north of
William Street - Jct. n154
Maximum Pressure - Port Burwell
417.0 kPa (60.5 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Note: Pressures on Plank Road at hydrant approximately 600m south of Vienna (n209) are less than
those in Port Burwell, at 177.2 kPa (25.7 psi).
Figure No. 6 illustrates calculated pressure contours for a Maximum Day + Fire Flows in Port Burwell.
CJ Dl
Consulting Engineers Page 1$ of 28
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3.4.6 Maximum Day - Future Conditions (2020) (Fig. No. 7)
Model Input and Assumptions (Static Model)
• Design year 2020, 2% annual growth rate from 2006
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m
• Vienna Booster Pumping Station - Centre Street
- Pump condition: Off
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor for maximum day = 2.5
Summary of Results - Maximum Day - Future Conditions (2020)
Condition
Result
Location
Minimum Pressure - Vienna
213.5 kPa (31.0 psi)
Intersection of Soper Road and
Old Mill Road - Jct. n73
Maximum Pressure - Vienna
583.8 kPa (85.4 psi)
Otter Creek crossing - Jct. n10
Minimum Pressure - Port Burwell
375.7 kPa (54.5 psi)
49 Chatham Street - Jct. n4
Maximum Pressure - Port Burwell
584.5 kPa (84.8 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Figure No. 7 illustrates calculated pressure contours for a Maximum Day - Future Conditions (2020).
CJDI
Consulting Engineers Page 17 of 28
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3.4.7 Maximum Day - Future Conditions with Straffordville and Eden (Fig. No. 8)
The model "maximum day - future conditions" considers the system with Straffordville and Eden
connected on Plank Line north of Vienna, that the MOE requires system supply must meet maximum day
demand for all connected communities.
Model Input and Assumptions (Static Model)
• Design year 2020, 2% annual growth rate from 2006
• Lakeview Elevated Storage
- Tank level at 8.75 m - HGL @ 236.74 m (assuming supply is increased to meet the additional
demand.)
• Vienna Booster Pumping Station - Centre Street
Pump condition: On
• Valve on 250 mm o main on Plank Road at North Street is closed
• Global demand factor = 2.5
• Demand for Straffordville: 825 people x 400 L/c/day = 3.82 Us
Demand for Eden: 200 people x 400 L/c/day = 0.93 Us
Summary of Results - Maximum Day + Future
Condition
Result
Location
Minimum Pressure - Vienna
160.9 kPa (23.3 psi)
Centre Street before booster
pump - Jct. n48
Maximum Pressure - Vienna
540.7 kPa (78.4 psi)
Otter Creek crossing - Jet. n10
Minimum Pressure - Port Burwell
352.1 kPa (51.2 psi)
Elisabeth Street north of
William Street - Jct. n154
Maximum Pressure - Port Burwell
562.2 kPa (81.5 psi)
Otter Creek crossing (Port
Burwell) - Jct. n8
Figure No. 8 illustrates calculated pressure contours for a Maximum Day + Future Flows to Straffordville
and Eden.
CJDI
Consulting Engineers Page 19 of 28
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3.5 Summary of Observations
3.5.1 Average Day - Existing Conditions
• In areas where the ground elevation is above 209± in (north of Vienna on Plank Road from just south
of Old Mill Road to Light Line), the pressure is below the MOE recommended minimum of 275 kPa
(40 psi). The Centre Street booster pump is off, which was confirmed by Municipality staff is
normally the case.
In areas where the ground elevation is below 188.2 m (areas in Big Otter Creek Valley - Front Street,
Vienna and west of Strachan Street to Big Otter Creek and Chatham Street south of Libbye Street
in Port Burwell), the pressure exceeds MOE recommended upper limit of normal operating range of
480 kPa (80 psi). It is understood that pressure reducing devises have been installed throughout these
affected areas. MOE requires that these devices be installed on all services where pressures exceed
700 kPa (100 psi).
3.5.2 Maximum Day -Existing Conditions
• In areas where the ground elevation is above 209± in (north of Vienna on Plank Road from just south
of Old Mill Road to Light Line), the pressure is below the MOE recommended minimum of 275 kPa
(40 psi). The Centre Street booster pump is off, which was confirmed by Municipality staff is
normally the case.
• Areas where pressures exceed the MOE upper limit of normal operating range of 480 kPa (80 psi)
still exist, however, the area is reduced significantly.
3.5.3 Peak Hour Conditions
• Same observations as Maximum Day - Existing Conditions.
• Modelled peak flows do not cause a pressure of less than 206 kPa (30 psi) at the Centre Street
booster pump, meaning that in the model, even peak flow conditions do not trigger booster pump
operation. Municipal staff have confirmed that the booster pump only operates for approximately 15
minutes per week.
3.5.4 Fire Flow Conditions
Minimum MOE recommended fire flows of 38 L/s @ 140 kPa (20 psi) cannot be achieved on Plank
Road north of Old Mill Road, and west of the Centre Street booster pump.
Operation of the Centre Street booster pump creates a low pressure area west of the pump with
pressures dropping below the minimum acceptable levels of 140 kPa (20 psi) wider fire flow
conditions. Fire flows are not available in this area and hydrant use would create a conflict with the
booster pump as it attempts to increase pressure in Vienna. Even with booster pump operation (max.
pressure at 475 kPa (70 psi) the model indicates the system is not capable of delivering fire flows
of 38 L/s at 140 psi to areas above elevation contour 209± in in the northeast section of Vienna.
• Pressure differences between average day and peak hour under current conditions range between 28.8
and 30.6 kPa (approximately 4.3 psi). Under fire flow conditions, the model indicates pressure drops
of up to 191 kPa (28 psi) in Port Burwell. In Vienna, fire flow conditions prompted booster pump
operation and the pressure drop was modelled to be 135 kPa (20 psi) before the booster pump and
103 kPa (15 psi) after the booster pump.
3.5.5 Maximum Day - Future Conditions (2020)
• Similar observations to Maximum Day - Existing Conditions, however the area where minimum MOE
pressures are not met has expanded and an additional low pressure area west of the Centre Street
Booster Pump is added.
CJ Dl
Consulting engineers Page 21 of 28
3.5.6 Future Scenarios - Extension of the Water Supply to Straffordville and Eden
3.5.6.1 Observations - based on Modelling Using 2004-2006 Flow Data
• Modelling for future conditions, flows to Straffordville and Eden were estimated to be 400 L/c/day,
which translates into 4.75 L/s at the current estimated population. Under peak hour conditions, this
additional demand will cause a pressure drop of up to 70 kPa (10 psi) in Vienna and 34 kPa (5 psi)
in Port Burwell.
• A future system expansion to Straffordville and Eden will require a booster pump in Vienna and an
elevated storage tank in the vicinity of Straffordville.
• The supply to the Municipality of Bayham is inadequate for maximum day flows if Straffordville and
Eden are added to the system. Calculated maximum day demand in the Municipality of Bayham will
be 27t L/s, which is approximately 90% of the current (30 L/s) Port Burwell Secondary System
capacity for all users including Central Elgin and Malahide. The current maximum day demand on
the entire Port Burwell Secondary System would increase to 371 L/s if Straffordville and Eden were
added to the system.
• If growth in Central Elgin and Malahide also continues at 2%, the total system demand in 2020 is
be estimated to be 451 L/s or 150% of the current system capacity of 30 L/s.
3.5.6.2 Observations - Based on 2009 and 2010 Flow Data
• Although not modelled, if the reduced rates of consumption experienced in 2009 and 2010 continue,
the present day maximum day demand on the Port Burwell Secondary System with Straffordville and
Eden connected would be approximately 311 L/s, this would require minor upgrades to the supply
system.
• Additional water storage capacity and booster pumping would still be required as identified above.
• Additional supply system upgrades would be required to service Straffordville and Eden to the design
year of 2020 as maximum day flow would be estimated to be 381 L/s.
4.0 Storage Capacity
4.1 Water Storage Capacity Analysis
Water storage capacity is calculated for current conditions below in accordance with MOE Design
Guidelines for Drinking Water Systems - 2008, Section 8.4.2.
Total required storage = A + B + C
Where A = Fire storage (from Table 8-1, MOE Design Guidelines)
B = Equalization storage (25% of maximum day demand)
C = Emergency storage (25% of A + B)
Water storage capacity is calculated below in accordance with MOE Design Guidelines for Drinking
Water Systems - 2008, Section 8.4.2.
Total required storage = A + B + C
Where A = Fire storage (from Table 8-1, MOE Design Guidelines)
B = Equalization storage (25% of maximum day demand)
C = Emergency storage (25% of A + B)
CJDI
Consulting Engineers Page 22 of 28
4.1.1 Total Required Storage - Based on 2004 to 2006 Flow Data
• Calculating `A"
Assuming a connected population of 1,200 in Malahide and Central Elgin, total population served by
the water tower is 1,200 + 1,320 = 2,520. From Table 8-1, use 110 Us (29 ft/s) at a 2 hour duration,
for a population of up to 3,000.
A= I10 Us x 3,600 s/hr x 2 hours = 792,000 L
= 792 m'
• Calculating B"
B = maximum day demand x 25%
Average day demand = 11.5 Us
Max day factor for a population of 2,520, from MOE Design Guidelines, is 2.25.
B = 11.5 Us x 2.25 x 3600 x 24 hrs x 25% = 558,900 L
= 559 m'
Calculating "C'
C=[A+B]x25%
_ [792 + 559] x 25% = 338 m'
• Calculating total required storage.
Total =A+B+C
= 792 + 559 + 338 = 1689 m'
Currently, the PBSS supply capacity exceeds the maximum day demand, thus MOE (Section 8.42)
allows a reduction to be applied to the storage requirements as follows:
• Calculate reduction for max day supply versus max day demand.
Max day supply = 30 Us
Max day demand = Average day demand x 2.25
= 11.5 Us x 2.25 = 25.9 Us
• Surplus Available capacity on maximum day = available supply - maximum day demand
30 Us - 25.9 Us = 4.1 Us
Reduction = 4.1 Us x 3600 s/hr x 24 hrs = 354,200 L
= 354 m'
• Calculate total corrected required storage volume.
1689 m' - 354 m' = 1335 ml. (1518 m' available)
Thus the current elevated storage capacity at Lakeview Tower is sufficient based on 2004 to 2006
flow data.
CJ Dl
Consulting Engineers
Page 23 of 28
4.1.2 Total Required Storage - Based on 2009 and 2010 Flow Data
The implementation of recent long term water loss strategies has reduced overall water consumption.
Using 2009 and 2010 flow data which reflects the lower rates of consumption, the total required staorage
can be calculated as:
• Calculating `A"
As previously calculated.
A= 110 Us x 3,600 s/hr x 2 hours = 792,000 L
= 792 m'
• Calculating B"
B = maximum day demand x 25%
Average day demand = 8.9 Us
Max day factor for a population of 2,520, from MOE Design Guidelines, is 2.25.
B = 8.9 Us x 2.25 x 3600 x 24 hrs x 25% = 432,540 L
= 433 m'
• Calculating `C"
C=[A+B]x25%
_ [792 + 433] x 25% = 306 m'
• Calculating total required storage.
Total =A+B+C
= 792 + 433 + 306= 1531 m'
Currently, the PBSS supply capacity exceeds the maximum day demand, thus MOE (Section 8.42)
allows a reduction to be applied to the storage requirements as follows:
• Calculate reduction for max day supply versus max day demand.
Max day supply = 30 Us
Max day demand = Average day demand x 2.25
=8.9Usx2.25=20.OUs
• Surplus Available capacity on maximum day = available supply - maximum day demand
30 Us -20.0 Us=10.0 Us
Reduction = 10.0 Us x 3600 s/hr x 24 hrs = 864,000 L
= 864 m'
• Calculate total corrected required storage volume.
1531 m' - 864 m' = 667 ml. (1518 m' available.)
Thus the current elevated storage at the Lakeview Tower is sufficient based on 2009 and 2010 flow
data.
CJDL
Consulting Engineers
Page 24 of 28
4.2 Water Storage Capacity Observations
The actual storage volume provided by the Lakeview Elevated Storage Facility is 1518 un' which is
greater than either corrected required volume of 1335 m' when 2004 to 2006 data is used and 667 m'
when 2009 and 2010 data is used in the calculation. Therefore storage in the system is currently
adequate.
If the population continues at a growth rate of 2% per year and water usage per capita rates were to
remain at the average levels of 2004 through 2006, the storage capacity in the tank would be exceeded
in 2013. However, the implementation of the recent long term water loss strategies has greatly reduced
the maximum day demand, thereby reducing the required storage volume significantly and extending the
life expectancy of the elevated storage facility. It should be noted that future development will both
increase storage requirements and decrease the correction for surplus supply that can be applied,
essentially doubling the rate of decrease in storage capacity. If the population continues at a growth rate
of 2% per year and water usage rates were to remain at the average levels of 2009 and 2010, the storage
capacity in the tank would not be exceeded until 2024. Note that this includes an increase in the MOE
recommended fire flow to 125 Us when the total population surpasses 3000 in 2020.
As the reduction of water losses has had a great impact on the required storage volume, an annual review
should be completed to determine if the trends in consumption continue based on the 2009 and 2010
values.
5.0 Summary
5.1 Existing System (not including the addition of Straffordville or Eden)
The existing water distribution system currently has capacity to meet existing average day, maximum day
and peak hour demands; however, fire flows are not available in all areas, and the existing booster pump
configuration does not operate as desired with lower than recommended pressure existing in areas. If a
2% growth rate applied to the 2004 - 2006 water usage data, the system would be expected to reach
capacity in 2013, however loss reduction programs have actually reduced water consumption and therefore
this is not anticipated to occur until 2024.
Loss reduction programs and water conservation measures have had a significant impact on the total water
use in the system and have extended the time before the system will reach capacity. If the current trends
in water use continue, the available flow from the primary system remains at 30 L/s, there is no
significant expansion of the service area in Central Elgin, Malahide or Bayham, and if we use a 2%
growth rate as applied to 2009 and 2010 flow data, the PBSS is projected to meet maximum day demands
until 2030. Although the system will have flow capacity to meet maximum day demands until 2030,
water storage will need to be increased in 2024 as identified in Section 4.2.
Water modeling was based on 30 Us available inflow from the Elgin Area Primary Water System to the
Port Burwell Secondary System. Further testing has revealed that this is a relatively conservative value
with flow historically reaching values of 36 to 38 Us. The amount available flow to the Port Burwell
Secondary System is directly related to the pressure in the EAPWS. Testing has shown that 30 Us is
available when pressures in the EAPWS are approximately 450± kPa, however based on 2010 data, an
average of 600 kPa can be anticipated to be 36± Us which has been confirmed by historical data
provided by the PBSS Operators.
CJDI
Consulting Englneers Page 25 of 28
5.1.1 Options to Increase Svstem Cavaci
Upgrades to the existing supply system can be accomplished by reducing restrictions at the connection
to the EAWS to increase the total available flow to the Port Burwell Secondary Water System.
Replacement of the existing twin 100 mm o (4") valves and meters at the PBSS connection to the EAWS
with a single 200 mm a (8") valve, meter and a by-pass (as recommended by Aecom) will significantly
reduce head losses at this location. This reduction in head loss has the potential to increase flow to the
PBSS system by 41 Us. This upgrade should be completed in conjunction with the scheduled work on
EAWS in 2011. It will increase the overall efficiency of the system by reducing head losses, provide
increased flow to the PBSS helping to improve fire flows while also offsetting the required storage
capacity.
Replacement of the existing 100 mm o (4") valve and meter with a larger diameter in chamber E014 at
the Malahide-Central Elgin boundary should also be considered. Upgrading the meter chamber with 150
mm o (6") components would allow greater fire and maximum day flow with reduced head losses while
remaining sensitive enough to capture backflows into Central Elgin. The upgrade to a 150 mm o valve
and meter should increase flows by an additional 4± Us. The upgrade to this larger meter at E014 should
be completed before maximum day demand in Bayham exceed 25 Us in the year 2020.
The existing 100 mm a (4") flow meter and valving east of Lakeview also restricts flow into Bayham.
Although not required to meet current maximum day demands the elimination of all restrictions east of
the Lakeview Elevated Storage Tank will have an immediate positive impact on the fire flows available
to Port Burwell and Vienna. These meters and valves should be replaced with 150 mm o (6") units
which would allow increased fire flow and would maintain accuracy to record the lower flows in these
areas.
As maximum day demand continues to grow in the future, consideration of booster pumps along the
existing route between the primary system and the Lakeview elevated storage may be able to provide the
necessary increased flow, however this is not anticipated to be required until after 2030 (without
extending supply to Straffordville and Eden).
Continue to implement leak detection and loss reduction program to improve system efficiency, and
provide public education on water conservation.
5.1.2 Recommended Improvements to the Existing Distribution System in Bayham
The following are recommended to improve the reliability and capacity of the existing distribution system
and to provide the MOE recommended minimum pressures and flows to the northwest end of Vienna:
• The Centre Street booster pump is in a poor location and does not function as intended to
improve pressures where needed at the northeast end of Vienna. The booster pump should be
relocated or replaced at Plank Line near Chute Line.
• The valve on Plank Road at North Street is closed, which does not utilize the benefits of a looped
system between Vienna and Port Burwell. A temporary check valve with a by-pass could be
installed in the existing North Street chamber until the Centre Street booster pump is relocated
near Chute Line.
• The 132± in section of 150mm o watermain on Plank Road between Port Burwell and Vienna
should be upgraded to 250mm o, consistent with the rest of the Plank Road loop.
CJ Dl
Consulting Engineers Page 26 of 28
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5 2 Future System Expansion to include Straffordville and Eden
The existing PBSS system will have the capacity (both pressure and volume) to provide sufficient water
to service the communities of Straffordville and Eden with implementation of the upgrades outlined in
Section 5.1.1.
To service the communities of Straffordville and Eden, additional capacity must be made available from
the Elgin Area primary water supply to account for the increased additional maximum day demand. The
additional maximum day flow required to service the current population of Straffordville (825) and Eden
(200) is approximately 12 Us based on an average day demand of 400 L/capita/day for the additional
population. If population growth occurs at a rate of 2% and water usage per capita remains constant,
adding Straffordville and Eden to the system will require the Port Burwell Secondary System to supply
41t Us by 2020 to meet maximum day demand. In addition, a booster pump is required to provide the
recommended pressure. Elevated storage will also be needed for peak hour and fire protection. Figure
No. 8 illustrates a potential system configuration to extend the system to Straffordville and Eden.
Installing the booster pump on Plank Line near Chute Line will eliminate the need for the Centre Street
booster pump and would allow opening the valve on North Street (at Plank Road) to ensure that
pressures above 20 psi are maintained throughout the system under fire flow conditions. It will also
improve fire flows to the west of the Centre Street booster pump site.
Should the communities of Straffordville and Eden be added to the watermain network, all existing meter
chambers would need to allow the passage of the maximum day demands which are estimated to be 41f
Us for the 2020 design year. This would require a minimum 200 mm a (8") meter at all locations
identified in 5.1.1. Improvements now underway to the EAWS should be evaluated for impact on the
PBSS upon completion to confirm impact to available supply.
See Figure 8 Future Considerations - Straffordville and Eden.
6.0 Conclusions
Based on 2004 to 2006 water flow data, the Port Burwell Secondary Water Supply System should be
nearing its design capacity, however, the recent water loss reduction programs have significantly reduced
yearly flow and has thereby increased the life expectancy of the system. Based on the reduced water
consumption trends from the 2009 - 2010 values, the system will adequately provide maximum day, peak
hour and fire flows until 2024 without significant upgrades.
System upgrades to the Municipality of Bayham Water Distribution System and the PBSS, including
reducing restrictions from small diameter water meters, upgrading sections of undersized watermain, and
improvements to the booster pump, etc. that can be completed now and in the future that will ensure that
the Municipality of Bayham's water supply remains sufficient for the long term.
All of which is submitted for your review and comment; if there are any questions or if any additional
information is required, please do not hesitate to contact this office.
All of which is respectfully submitted,
Peter J. Penner, P. Eng.
AG/sed
Enc. - Appendices `A' & `B'
Andrew Gilvesy, P. Eng.
CJ Dl
Consulting Engineers Page 28 of 28
APPENDIX `A'
CJDL PROPOSAL LETTER
John`). Wiebe, P. Eng.
Pete.T J. Penner, P. Eng.
T. Pad Turf, P. Eng.
Andrew Gnvesy, P. Eng.
cjdleng@oxford.net
www.cjdleng.com
Municipality of Bayham
9344 Plank Road North
P.O. Box 160
Straffordville, Ontario
NOJ IYO
CJD L
Consulting Engineers
�®P
9 December 2009
RE: WATER SYSTEM CAPACITY STUDY
MUNICIPALITY OF BAYHAM
ATTENTION: MR. ED ROLOSON WATERMASTEWATER SUPERINTENDENT
Dear Sir:
Cyril J. Demeyere Limited
P.O. Box 606,261 Broadway
Tnlsonburg, Ontario. N4G 4J1
Tel: (519)688-1000
Toll Free: 1.866302.9886
Fax: (519)842.3235
0933
In response to your inquiry earlier this year, we have prepared a proposal to undertake a Water
System Capacity Study. The Terms of Reference proposed for the study are as follows:
• The water systems to be modelled will include the 300 mm a trunk watermain supply line from
the Port Stanley Treatment Plant to Port Burwell and Vienna and the local distribution systems
in the communities of Port Burwell and Vienna.
• A digital map of the water distribution system will be created using the best available property
information and the Municipality's GIS system.
• Elevated storage and the Booster Pumping Station on the trunk watermains will be included the
model.
• A computer model of the entire water system will be generated using EPANET Version 2.0
which is readily available software that is free of charge to the Municipality.
• Water pressure throughout the system will be estimated at average day, maximum hour and
maximum day plus fire flows. Water demands will be based on historic flows to be provided
by the Municipality.
• The model will be calibrated based on hydrant flow testing to be provided by the Municipality.
It should be noted that calibration of the model is required to ensure the predicted flows and
pressures are in general accordance with measured field data; however, an exact match is rarely
achievable due to variable friction co-efficients and potential unknown restrictions within the
water distribution system.
• The modelling and written report will identify any weak areas in the system for providing
minimum pressures, as stipulated by the Ministry of Environment, during maximum day usage
and during fire flows. The system capacity for extension of the distribution system north along
Plank Road to service Straffordville and Eden will be considered including any recommended
improvements/additions deemed necessary to upgrade the system.
❑ Fax ❑ Mail 0 Deliver ❑ Courier D] e-mail 1/l
CYRD. J. DEMEYERE LIMITED
Mr. Ed Roloson
0933
9 December 2009
The foregoing Terms of Reference are set out to include the expandability of the water
distribution system as well as the current capacity analysis. The scope of work and deliverables can be
scaled back to suit available funding. The estimated cost to provide the hydraulic analysis and report as
outlined is $8,000.00 excluding GST based on similar studies we have completed for another
Municipality.
CJDL appreciates the opportunity to provide this proposal and are available to meet with you to
provide examples of report material, charts and drawings.
If there are any questions, please do not hesitate to contact this office.
VeRytruI
y,
9
Peter/J. Penner, P. Eng.
PJP/sed
APPENDIX `B'
EPANET MODEL - BASE INF INPUT FILE
BAYHAM WATER SUPPLY SYSTEM
MUNICIPALITY OF BAYHAM