Upload
others
View
2
Download
0
Embed Size (px)
Citation preview
2015 North Grenville Potable
Water and Wastewater Master
Plan Update
Prepared for:
Municipality of North Grenville
Prepared by:
Stantec Consulting Ltd.
400-1331 Clyde Avenue
Ottawa, ON
K2C 3G4
January 22, 2016
Sign-off Sheet
This document entitled 2015 North Grenville Potable Water and Wastewater Master Plan Update
was prepared by Stantec Consulting Ltd. for the account of Municipality of North Grenville. The
material in it reflects Stantec’s best judgment in light of the information available to it at the time of
preparation. Any use which a third party makes of this report, or any reliance on or decisions made
based on it, are the responsibilities of such third parties. Stantec Consulting Ltd. accepts no
responsibility for damages, if any, suffered by any third party as a result of decisions made or actions
based on this report.
Prepared by
(Signature)
Megan Young, Engineer Intern
Reviewed by
(Signature)
Kevin Alemany, MA.Sc., P.Eng.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx i
Table of Contents
EXECUTIVE SUMMARY ............................................................................................................... I
1.0 INTRODUCTION ...........................................................................................................1.1
1.1 PROBLEM STATEMENT ..................................................................................................... 1.1
1.2 OVERVIEW OF STUDY AREA .......................................................................................... 1.1
2.0 ENVIRONMENTAL ASSESSMENT PROCESS ..................................................................2.1
2.1 SCOPE OF WATER MASTER PLAN ................................................................................. 2.1
2.2 CLASS ENVIRONMENTAL ASSESSMENT AND MASTER PLANNING ............................. 2.1
2.3 PUBLIC CONSULTATION ................................................................................................. 2.3
3.0 EXISTING CONDITIONS ...............................................................................................3.1
3.1 NATURAL ENVIRONMENT ............................................................................................... 3.1 3.1.1 Soils ................................................................................................................ 3.1 3.1.2 Topography .................................................................................................. 3.1 3.1.3 Vegetation & Wildlife .................................................................................. 3.1 3.1.4 Kemptville Creek Watershed ..................................................................... 3.2 3.1.5 Rideau River ................................................................................................. 3.3 3.1.6 Water Crossings ............................................................................................ 3.3 3.1.7 Environmentally Significant Areas ............................................................. 3.3 3.1.8 Sites with Archaeological or Heritage Potential ..................................... 3.3
3.2 SOCIO-ECONOMIC ENVIRONMENT ............................................................................ 3.4 3.2.1 Population .................................................................................................... 3.4 3.2.2 Land Use and Planning - Official Plan ...................................................... 3.5
4.0 DESIGN PARAMETERS ..................................................................................................4.1
4.1 POPULATION AND GROWTH......................................................................................... 4.1
4.2 POTABLE WATER DESIGN PARAMETERS ....................................................................... 4.2 4.2.1 Historical Demands...................................................................................... 4.2 4.2.2 Design Flow ................................................................................................... 4.2 4.2.3 Fire Flow Requirements ............................................................................... 4.3 4.2.4 Source Capacity Requirements ................................................................ 4.4 4.2.5 Storage Requirements ................................................................................ 4.5 4.2.6 Pumping Requirements .............................................................................. 4.6
4.3 WASTEWATER DESIGN PARAMETERS ............................................................................ 4.8 4.3.1 Historical Flows ............................................................................................. 4.8 4.3.2 Sanitary Sewage Design Flows - Average Daily Flows (ADF)............... 4.13 4.3.3 Sanitary Sewage Design Flows - Peak Day Flows (PDF) ....................... 4.14 4.3.4 Sanitary Sewage Pump Station Requirements ...................................... 4.14
5.0 POTABLE WATER AND WASTEWATER INFRASTRUCTURE ALTERNATIVES .....................5.1
5.1 POTABLE WATER SOURCE ALTERNATIVES .................................................................... 5.1
5.2 POTABLE WATER STORAGE ALTERNATIVES .................................................................. 5.8
5.3 POTABLE WATER DISTRIBUTION ALTERNATIVES ............................................................ 5.9
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx ii
5.4 WASTEWATER COLLECTION ALTERNATIVES ............................................................... 5.13 5.4.1 Regions Surrounded by Existing Development ...................................... 5.14 5.4.2 North West Quadrant ................................................................................ 5.15 5.4.3 East Quadrant ............................................................................................ 5.25
5.5 WASTEWATER PUMPING STATION ALTERNATIVES ..................................................... 5.31 5.5.1 North West Quadrant ................................................................................ 5.31 5.5.2 East Quadrant ............................................................................................ 5.31 5.5.3 Central Region – Bridge Street Pumping Station Forcemain ............... 5.32
5.6 WASTEWATER TREATMENT & DISPOSAL ALTERNATIVES ............................................ 5.33 5.6.1 Phosphorus Offsetting ............................................................................... 5.33 5.6.2 Tertiary Treatment ...................................................................................... 5.34 5.6.3 2010 ESR Recommendations ................................................................... 5.34 5.6.4 BioMag Technology Update .................................................................... 5.36 5.6.5 2015 Master Plan Update Recommendation ........................................ 5.37
6.0 COST ESTIMATES & TIMING .........................................................................................6.1
6.1 TIMING OF INFRASTRUCTURE ......................................................................................... 6.2
6.2 EA SCHEDULE .................................................................................................................. 6.3
7.0 RECOMMENDED SOLUTIONS ......................................................................................7.1
8.0 REFERENCES .................................................................................................................8.1
LIST OF TABLES
Table 3-1: Historical & Projected Serviced Population ......................................................... 3.4 Table 4-1: Projected Residential Serviced Populations ........................................................ 4.1 Table 4-2: Historic Water Consumption – North Grenville Municipal Water Supply ......... 4.2 Table 4-3: Estimated Potable Water Demands ..................................................................... 4.3 Table 4-4: Require Fireflow as per MOE Standards ............................................................... 4.4 Table 4-5: Existing Well and Pump Capacities ....................................................................... 4.5 Table 4-6: At Grade Reservoir Storage Capacity ................................................................. 4.6 Table 4-7: Storage Requirements Using MOE Formula A+B+C ............................................ 4.6 Table 4-8: Rated Capacities of Existing High Lift Pumps ...................................................... 4.7 Table 4-9: Historical Flow Monitoring Data ............................................................................. 4.9 Table 4-10: Future Projected ADF and PDF .......................................................................... 4.10 Table 4-11: Provincial Quality Monitoring Network Phosphorus Concentrations
(RVCA, 2015) ......................................................................................................... 4.12 Table 4-12: Effluent Phosphorus Loading using effluent objective of 0.15Mg/L ............. 4.12 Table 5-1: Source Capacity Expansion Requirements ......................................................... 5.5 Table 5-2: Future Storage Expansion Requirements.............................................................. 5.8 Table 5-3: Northwest Quadrant Sewer Layout Alternatives Economic Comparison ..... 5.24 Table 5-4: East Quadrant Sewer Layout Alternatives Economic Comparison ................ 5.30 Table 5-5 Preliminary Preferred Design Concept Summary .............................................. 5.36 Table 6-1: Summary of Estimated Capital Costs for New Infrastructure (2014 dollars) .... 6.2 Table 6-2: Required EA Studies ................................................................................................ 6.3
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx iii
LIST OF FIGURES
Figure 1-1: Kemptville Urban Service Area ............................................................................. 1.2 Figure 2-1: Municipal EA Planning and Design Process........................................................ 2.2 Figure 3-1: Wetland and Direct Fish Habitats in the Northwest Quadrant ........................ 3.2 Figure 4-1: Historical and Projected ADF and PDF .............................................................. 4.11 Figure 4-2: Historical and Projected ADF per Capita ......................................................... 4.14 Figure 5-1: Proposed Well Locations (Finley, 2013)................................................................ 5.2 Figure 5-2: Northwest Quadrant New Well Location ............................................................ 5.3 Figure 5-3: East Quadrant New Well Location ....................................................................... 5.4 Figure 5-4: Potable Water Supply Needs ................................................................................ 5.6 Figure 5-5: Source Locations .................................................................................................... 5.7 Figure 5-6: Proposed Watermain System Layout (2005 Master Plan) ............................... 5.10 Figure 5-7: Northwest Quadrant Proposed Watermain Layout......................................... 5.11 Figure 5-8: East Quadrant Proposed Watermain Layout ................................................... 5.12 Figure 5-9: Proposed Sanitary Sewer System Layout (2005 Master Plan) ......................... 5.13 Figure 5-10: Central Region Development Areas ............................................................... 5.14 Figure 5-11: North West Quadrant Land Use ....................................................................... 5.16 Figure 5-12: North West Quadrant Development Phasing and Wastewater Facilities .. 5.17 Figure 5-13: North West Quadrant Sanitary Sewer Alignment ........................................... 5.18 Figure 5-14: Northwest Quadrant Servicing Alternative 1 .................................................. 5.20 Figure 5-15: Northwest Quadrant Servicing Alternative 2 .................................................. 5.21 Figure 5-16: Northwest Quadrant Servicing Alternative 3 .................................................. 5.22 Figure 5-17: Northwest Quadrant Servicing Alternative 4 .................................................. 5.23 Figure 5-18: East Quadrant Land Use .................................................................................... 5.25 Figure 5-19: East Quadrant Development Phasing and Wastewater Facilities .............. 5.26 Figure 5-20: East Quadrant Initial Pipe Layout ..................................................................... 5.27 Figure 5-21: East Quadrant Servicing Alternative 1 ............................................................ 5.29 Figure 5-22: East Quadrant Servicing Alternative 2 ............................................................ 5.30
LIST OF APPENDICES
PUBLIC CONSULTATION ............................................................................ A.1 APPENDIX A
REVIEW AGENCY AND STAKEHOLDER CONSULTATION .......................... B.1 APPENDIX BB.1 Review Agencies & Stakeholder Contact List ........................................................... B.2 B.2 Criteria for evaluating potential for built heritage resources and cultural
heritage landscapes checklist..................................................................................... B.4 B.3 Archaeological potential evaluation checklist ........................................................ B.6
COSTING ................................................................................................... C.1 APPENDIX C
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx i
Executive Summary
The Municipality of North Grenville engaged the services of Stantec Consulting Ltd. in the
development of a Water and Wastewater Master Plan Update to evaluate servicing alternatives
to accommodate anticipated development. The Master Plan identifies major components of
the potable water and wastewater infrastructure including source water, storage, distribution,
collection and treatment. The report addresses the potable water and wastewater needs of
areas anticipated to be developed within the existing Town boundaries as well as future
development projected to occur outside the existing urban area. The Municipality provided
growth projections which show the existing population of 5000 persons expanding to 15,152
persons by the build-out year of 2034 - representing a tripling of the existing serviced population.
Land uses have been designated to development areas within the Town boundary to
accommodate this growth. It should be noted that studies on the heritage and archaeological
potential of each area as well as updated wetland mapping should be examined prior to the
development of each region. The report currently shows wetland mapping from 2009. The
Master Plan was prepared in accordance with Phase 1 and 2 requirements of the Municipal
Engineers Class Environmental Assessment (EA) Process.
Two new source water wells, one in the East Quadrant and one in the Northwest Quadrant, were
previously identified in planning studies and are under various stages of implementation. With
one of those wells set to be commissioned shortly, the existing water source capacity is
expected to meet the anticipated peak daily need in 2015 and the second in 2018. At-grade
storage is also planned to be provided on the sites of the new groundwater sources. Following
the commissioning of the new well in 2015, it is recommended that the Municipality consider
reviewing the opportunity to rerate the existing wells to maximize the existing well capacities. An
allowance of an additional 300m3/d is assumed for the additional source capacity attributed to
rerating however this has to be confirmed through hydrogeological studies.
Each new well proposed is assumed to provide an increase of 2000m3/d in firm well supply and
1370m3 in additional storage. Using similar well capacities for each future well, four additional
increases in source and storage capacity would be required to meet the demands of the
anticipated service populations in 2034. These increases are projected to be required in the
years 2024, 2029, and 2033. These wells are not expected to be built within existing Town urban
boundaries as the capture zone boundaries of the existing wells extend to the Town limits. New
transmission watermains will be required for the servicing of both the East and West Quadrant
and are to be developed as required.
A certain level of uncertainty is present with the expansion of municipal wells into the
neighbouring rural setting. The Municipality is encouraged to carry out an assessment of costs
associated with a future surface water supply from the Rideau River versus the expansion of the
existing groundwater system into the rural area. Following the construction of the proposed wells
in 2015, 2017 and 2018, the next source water milestone is 2024 – the source water study should
be carried out as soon as possible as the information will be required to meet the 2024 milestone.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx ii
The additional high lift pumping requirements and additional reservoir storage requirements
needed to meet existing and future needs have been identified. In the interim, two new ground
water pumping stations complete with storage reservoirs are deemed the preferred alternative
to meet the existing and short term growth. However, based on the significant growth now
anticipated for the community, increased fire flow, increased susceptibility to power outages,
and the rising costs of electricity provide viable reasons for the Municipality to consider the
option of constructing an elevated storage facility.
Beyond the recommended interim storage alternatives, the Municipality is recommended to
carry out an energy cost analysis of the reservoir storage and high lift pumping scenario versus a
system with an elevated storage tank. It is recommended that this assessment is carried out in
the near future, well ahead of the 2024 source water expansion milestone.
A preferred wastewater servicing concept has been identified to service the growth areas and
consists of gravity sewers, forcemains and pump stations. All wastewater from the new
development areas is to be conveyed via forcemain to the existing wastewater treatment plant.
Although significant reduction in wastewater production per capita has occurred since the last
Master Plan in 2005, the anticipated high growth rate in coming years requires a significant
expansion to the wastewater treatment facilities. Although a full plant expansion is not required
until 2027, the design process is recommended to begin in 2024.
It is recommended that processes to reduce the total phosphorus levels be implemented as
soon as possible, to minimize the potential for aesthetic deterioration of the Rideau River. The
Rideau Valley Conservation Authority has suggested that, given the rising levels of total
phosphorus from uncontrolled sources throughout the watercourse, the output from the
wastewater treatment plant should be limited to the average contribution monitored to occur
between the years 2001 and 2014. This limit in contribution is intended to maintain the
phosphorus concentration in the Rideau River below 0.3 mg/L.
A layout of the transmission watermains and trunk sanitary sewer mains is provided in the Master
Plan. The proposed alignments for both transmission mains ensure the anticipated identified
development areas can be effectively serviced, while maximizing the redundancy and looping
provided.
A plot of land has been apportioned for the creation of a new wastewater pump station to
service the Northwest Quadrant. The creation of a new twinned forcemain to transmit the
wastewater from this pump station to the wastewater treatment plant will be required eventually
and is shown to travel along the existing Veterans Way road. The pump station in the East
quadrant will require expansion to the existing wet well and modifications to the pumps to
accommodate the additional flow anticipated to be produced by new development. A new
forcemain larger in size to accommodate the new flow is required and should follow the same
path to the wastewater treatment plant as the existing forcemain (i.e. twinned). The existing
forcemain will provide redundancy for the pumping station.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx iii
The estimated total capital cost for all infrastructure expected to be required for development
up the year 2034 is $86.4M (in 2014 dollars). This value may be reduced with the potential
elimination of the equalization storage project. The interim cost to support existing needs in the
near future is estimated at $16.4M (in 2014 dollars).
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Introduction
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 1.1
1.0 Introduction
The Municipality of North Grenville has retained Stantec Consulting Ltd. to update the 2005
Servicing Master Plan (SMP) to determine the major potable water and wastewater
infrastructure necessary for development of the Kemptville Urban Service Area. This document was prepared to meet the requirements of Phases 1 and 2 of the Municipal Engineer’s Class EA
Master planning process. The first phase of the Master Plan is to define the problem and identify
opportunities. The main objective of a Phase 2 EA is to identify and evaluate alternative
solutions that will accommodate the proposed growth of North Grenville.
1.1 PROBLEM STATEMENT
The purpose of the Water and Wastewater (W&WW) Master Plan Update (MPU) is to establish a
framework to address the water and sewer infrastructure requirements for the Kemptville Urban
Services Area, as identified in the most recent North Grenville Official Plan. For growth to occur,
the Municipality needs to address current potable water source, storage and distribution
limitations in addition to sewage collection, pumping, treatment and disposal limitations. The
purpose of this study is to produce an MPU that improves and extends services, identifies
required capacity for both water supply and sewage treatment, and provides a prioritized
action plan for infrastructure investment.
This 2015 MP update:
Assesses the Municipality’s existing water and wastewater infrastructure;
Updates the constraints and opportunities to the provision of efficient and effective
infrastructure services for the planning timeline;
Provides a document which can be used to identify and prioritize capital water and
wastewater investments; and
Provides a document for use by local developers to validate business cases for the
potential development of their lands within the Municipality’s boundary.
1.2 OVERVIEW OF STUDY AREA
The Kemptville Urban Service Area refers to an area in the Municipality identified as the former
Town of Kemptville that is serviced by municipal water and wastewater services. This area
represents the majority of residential, commercial and business growth in North Grenville. The
Kemptville Urban Service Area functions as the primary urban density residential area for the
Municipality and serves as the retail, cultural, service and employment center. The land is
classified into 3 phases based on the expected timeline of development. In Figure 1-1 below
green represents currently developed land (or land expected to develop first), yellow is the
second phase of development, and red is the final phase of development. It should be noted
that the provided Wetland mapping is from 2009 and so updated wetland mapping should be
referenced prior to the initiation of any development.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Introduction
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 1.2
Figure 1-1: Kemptville Urban Service Area
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Environmental Assessment Process
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 2.1
2.0 Environmental Assessment Process
2.1 SCOPE OF WATER MASTER PLAN
The Master Plan provides a framework to which future infrastructure requirements can be
assessed and evaluated. The Municipal Class EA process identifies four approaches which can
be followed to complete the Master Planning process. The intent of this Master Plan is to follow
Approach #1 as outlined in the June 2011 Municipal Class EA document. This approach entails
the preparation of a Master Plan that is prepared at the conclusion of and satisfies the
requirements of Phase 1 and Phase 2 of the Municipal Class EA process. Phase 1 of the Class EA
process identifies the problems or deficiencies in the system. Phase 2 identifies the alternative
solutions to address the problems and establish the preferred solution. This Master Plan provides
a basis for future investigations in the later Phases of the Class EA process for specific Schedule B
and Schedule C projects identified. Further and more detailed investigation would be required
to fulfill the Class EA requirements of those projects. Prior to the selection of the preferred
alternatives, the Master Plan Update will be made available to the public for comment, as
public consultation is a requirement of the Class EA process.
2.2 CLASS ENVIRONMENTAL ASSESSMENT AND MASTER PLANNING
The June 2000 Municipal Class EA document describes the inter-relationship between the Master
Planning Process and the Class EA. The Master Plan process must incorporate the principles of
the Class EA and must include public consultation to ensure its validity. However, following
completion of the Master Plan, the Class EA process will still be required for individual projects.
With an appropriate Master Plan, the EA requirements for these individual projects will be
minimized. The purpose of the Master Plan is therefore to support the further requirements of
these EAs, and the work undertaken in the Master Plan can be used as part of the EA, regardless
of the EA Schedule. Figure 2-1 outlines the various steps in the Class EA process.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Environmental Assessment Process
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 2.2
Figure 2-1: Municipal EA Planning and Design Process
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Environmental Assessment Process
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 2.3
2.3 PUBLIC CONSULTATION
Following council’s review and acceptance of the findings of the draft report, the 1st mandatory
public contact was made. A notice, to provide information regarding the draft Master Plan
Update and to invite public input, was posted in the local newspapers and was sent to review
agencies and stakeholders.
The Municipality scheduled an Open House for the Master Plan Update on June 9th 2015. Details
of the Open House were also advertised in the newspaper and published on the Municipality’s
website. Members of the general public were invited to the Open House to review findings of
the draft Water and Wastewater Master Plan Update. A copy of the draft Master Plan Update
was placed on file at the Municipal Office for public viewing. The Open House attendance
sheet and public comments received are published in Appendix A.
Review agencies and stakeholders were invited to provide comments and input in the planning
process. Appendix B provides the list of review agencies and stakeholders to be contacted
along with any correspondence from those groups.
Following the notice of 1st mandatory public contact on June 9th 2015, after a review period of 7
months, a notice of completion will be issued fulfilling the 2nd mandatory public contact of a
phase 2 Class EA. Interested persons will be provided a final opportunity to provide written
comment to the Municipality within 30 days of issuance of the Notice of Completion. If concerns
arise regarding this project, which cannot be resolved in discussion with the Municipality, a
person or part may request that the Minister of Environment make an order for the project to
complete with Part II of the Environmental Assessment Act (referred to as a Part II Order), which
addresses individual environment assessments. Requests must be received by the Minister within
30 calendar days of the issuance of the Notice of Completion. A copy of the request must also
be sent to the Town Engineer. If there is no requests received within 30 days, the Master Plan
Update will be considered finalized. The notice of completion is published in Appendix A.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.1
3.0 Existing Conditions
3.1 NATURAL ENVIRONMENT
As part of the 2005 Municipal Class Environmental Assessment process, an inventory of the
natural environment and a review of the geotechnical constraints were completed for the
Urban Service Area. The following section provides a summary of the natural environment
findings. Any projects listed in this MPU requiring additional EA work may require more discreet
inventories of the natural environment specific to their project locations and would be carried
out accordingly as required.
3.1.1 Soils
The study area consists primarily of glacial till deposits, offshore marine clay deposits, and near
shore fine to medium sand deposits. Further, the thickness of the overburden deposits is in the
range of approximately 2m and 12m with an average depth of 6m. Additionally, the presence
of minor bedrock outcrops within the study area is to be noted. The majority of the study area
contains glacial deposits. In the central and western region of the study area, there are localized
areas of drumlinized glacial till which consists of numerous cobbles and boulders in a sandy silt to
clay matrix. East of Kemptville, offshore marine deposits are found in localized areas. These
deposits consist of clay, silty clay and silt, possible locally overlain by thin sand layers. The
northern portion of the study area is underlain by near shore fine to medium grained sand
deposits.
3.1.2 Topography
Within the study area, the topography ranges from an elevation of 85 m to 95m. The lowest lying
areas are found along Kemptville Creek. The elevation in the East Quadrant ranges from 85 to
90m.The elevation gradually increases towards the west, with elevations of 90 to 95m in the West
Quadrant. Areas north of the study area are also relatively low and flat with an elevation at 90m.
West of the study area, there are a few localized areas of elevations of 100m.
3.1.3 Vegetation & Wildlife
A portion of the proposed development area in the Northwest Quadrant was identified by the
Ministry of Natural Resources as containing a wetland. A study was completed by Niblet
Environmental Associates LTD. which identified the size and location of this wetland. The wetland
was found to have a total area of 75 hectares and its location is shown in Figure 3-1 below. A
direct fish habitat study was completed on the wetland area as well. Areas with potential
aquatic species sensitivities are identified in Figure 3-1 below as well. Site specific species at risk
evaluations are to be completed as part of the development process for each land area within
the development region.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.2
Figure 3-1: Wetland and Direct Fish Habitats in the Northwest Quadrant
A portion of the Northeast quadrant was also identified as containing wetland area as seen on
Rideau Valley Conservation Authority 2015 mapping. Wetland mapping from the North Grenville
Official Plan (2009) was used in this report as updated mapping showing this wetland was not
available. The location of this wetland area may limit the capacity of the land for future
development, and further analysis will have to be completed on a site by site basis to determine
the suitability of land for development. This report accounts for the servicing of these lands
assuming full development is able to take place.
3.1.4 Kemptville Creek Watershed
The study area lies in the Kemptville Creek watershed and covers an area of 458 km2. The
watershed has a flat topography and relatively low flows and volumes. The Kemptville Creek
runs north up to the Rideau River and is the second largest tributary to the Rideau River. The
creek is approximately 63 km long and has two tributaries, which are located south of the study
area: Barnes Creek and the North Branch. The water quality of Kemptville Creek within and
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.3
downstream of the former Town of Kemptville is reported to be degraded. Bacteria and
phosphorus levels regularly exceed the provincial water quality objectives (Kemptville Creek
Watershed Management Plan, 1999, Rideau Valley Conservation Authority).
3.1.5 Rideau River
At the point of confluence with Kemptville Creek, the Rideau River is part of the Lower Rideau
Watershed, and has a drainage area of 800 km2. The Rideau River is 95 km long and starts near
Smiths Falls at Upper Rideau Lake, and flows northward to Ottawa where it meets the Ottawa
River. In the Kemptville area (between Burrits Rapids and Kars), fish are abundant and diverse
due to suitable areas for spawning. This section of the river has large cattail beds and plenty of
bays and inlets.
3.1.6 Water Crossings
Waterways and their associated fish habitat within the Municipality are designated as natural
features. The Rideau River runs north of the study area, while Kemptville Creek bisects the Town
of Kemptville and joins with the Rideau River in the north. At the point of confluence with
Kemptville Creek, the Rideau River has a drainage area of 409 km2. Lower flows in the summer
were reported to be less than 3.0m3/s. In comparison, Kemptville Creek has recorded flows less
than 0.1m3/s in the summer. Lower flow rates limit the ability for watercourses to assimilate
pollution loadings (Wastewater Treatment Environmental Assessment Report, November 1986,
Gore & Storrie Limited). Approximately 20m south of the County Road 43 Bridge, a small wetland
pocket within the creek is present. A stream assessment-monitoring site located 800m upstream
of the proposed forcemain crossing was established by the Rideau Valley Conservation
Authority. At this site, the water quality is considered to be fair. A warm water fish community
was also identified at this site. Another water crossing that is identified is located at Van Buren
Street and Barnes Creek (a tributary to the Kemptville Creek). There are other existing low-lying
regions in the Northwest quadrant of North Grenville in the proposed development areas. A
notable portion of this region spans on both sides of Somerville Road, South of County Road 43
and North of County Road 18.
3.1.7 Environmentally Significant Areas
The Ministry of Natural Resources has a system of identifying and encouraging protection of
environmentally significant areas through its ANSI (Areas of Natural and/or Scientific Interest)
program. ANSIs can be considered to have provincial, regional, or local significance. They
identify areas that are of natural (life science) or geological (earth science) interest. Based on
mapping provided by the Ministry of Natural Resources, there are no ANSI areas within the study
area.
3.1.8 Sites with Archaeological or Heritage Potential
The Criteria for Evaluating Potential for Built Heritage Resources and Cultural Heritage
Landscapes checklist was completed for the development areas. This item is attached in
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.4
Appendix B.2. Several heritage resources were identified within the areas proposed for
development. Therefore additional studies will need to be completed on a site by site basis as
development proceeds to identify areas containing built heritage resources or cultural heritage
landscapes. Mapping of locations identified as having Heritage potential is provided in
Appendix B.2.
The Archeological Potential Evaluation checklist was completed for the proposed development
area and is provided in Appendix B.3. This analysis identified several registered archaeological
sites and confirmed the regions potential archaeological significance. It is recommended that a
Stage 1 archaeological assessment be completed at the time of development for all areas.
Where archaeological significance potential is observed further assessment will be required. It
should also be noted that two archaeological assessments have been completed in the area,
and so development area included in these completed analyses will not require a secondary
analysis. More information is provided in Appendix B.3.
3.2 SOCIO-ECONOMIC ENVIRONMENT
3.2.1 Population
Kemptville’s population, as per 2006 census data, was approximated at 3550 persons in 2005.
Service population estimates for future years were formed based on meter records and average
household size data. This method was used to estimate populations up to the year 2014, as can
be seen in Table 3-1 below. The 2014 population is estimated at 5000 persons. This represents a
total population growth rate of approximately 3.9% per annum over the preceding 10 years.
A 20-year average growth rate of 5.7% per annum has been suggested by the Municipality of
North Grenville for the next 20 years. Table 3-1 below provides the extrapolated population
estimates up to the build-out period of 2034. The final build-out population is estimated at 15,152
persons. These populations were used to estimate the per capita consumption and production
rates for future years.
Table 3-1: Historical & Projected Serviced Population
Year Historical & Projected
Serviced Population
Source
2005 3,550 2006 Census
2006 3,727 Interpolated
2007 3,913 Interpolated
2008 4,108 Interpolated
2009 4,313 Interpolated
2010 4,528 Interpolated
2011 4,753 Interpolated
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.5
Year Historical & Projected
Serviced Population
Source
2012 4,990 Interpolated
2013 5,239 Interpolated
2014 5,000 Extracted from Data
2015 5,285 Extrapolated
2016 5,586 Extrapolated
2017 5,905 Extrapolated
2018 6,241 Extrapolated
2019 6,597 Extrapolated
2020 6,973 Extrapolated
2021 7,370 Extrapolated
2022 7,791 Extrapolated
2023 8,235 Extrapolated
2024 8,704 Extrapolated
2025 9,200 Extrapolated
2026 9,725 Extrapolated
2027 10,279 Extrapolated
2028 10,865 Extrapolated
2029 11,484 Extrapolated
2030 12,139 Extrapolated
2031 12,831 Extrapolated
2032 13,562 Extrapolated
2033 14,335 Extrapolated
2034 15,152 Extrapolated
3.2.2 Land Use and Planning - Official Plan
New development in the Kemptville Urban Service Area is encouraged to take place adjacent
to the existing build-up area. There are three regions within existing Kemptville Town limit that are
anticipated to be developed in the next 20 years. For the purposes of this study development
regions have been divided into three categories: Areas within existing development, the
Northwest quadrant and the East Quadrant.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Existing Conditions
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 3.6
Three phases of development have been identified and all development areas have been
categorized within these phases according to their anticipated development timeline. A
diagram showing the land phasing designations for the development areas is provided
Figure 1-1 in this report.
Land use within the existing serviced area and development areas has been categorized under
one of the seven following designations: residential, downtown commercial, highway
commercial, economic enterprise, industrial, parks and open space or agriculture. Particular
areas have also received secondary designations of agriculture, rural, rural residential,
environmental hazards and constraints and natural heritage. Diagrams showing the
development areas land designations are provided in Figure 5-11 and Figure 5-18 in this report.
Density and growth parameters were identified in the North Grenville 2010 Official Plan. The
residential development is anticipated to occur at a minimum density of 15 units per gross
hectare and a maximum density of 33 units per gross hectare. The maximum density of 33 units
per hectare was utilized for all planning purposes in this report.
It should be noted that the Northern portion of residential development in the East Quadrant
contains a portion of unevaluated wetland, which may limit the amount of development able
to occur on the land. An analysis should be completed closer to the time this land is to be
developed to determine the actual density and growth parameters that should be applied. The
current analysis accounts for all land being developed, which is a conservative approach for
design. The mapping available for this report did not include this portion of wetland, thus
updated mapping must be referred to evaluate this.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.1
4.0 Design Parameters
4.1 POPULATION AND GROWTH
The serviced population of North Grenville is projected to grow from the 2014 population of
5000 persons at a rate of 5.7% per year until 2034 to a final build-out population of 15,152
persons.
The build-out populations for each development area were determined using the land use
designation and density parameters provided in the Municipality of North Grenville Design
Standards and 2010 Official Plan. For residential use land, a housing density of 33 units per
hectare was used with an expected population density of 2.5 persons per unit. For commercial
areas, a floor area per hectare ratio of 0.4 was assumed. For institutional land, a population of
500 students was assumed for a new elementary school projected to be built.
The build-out populations for each area were summed according to the land use phasing to
determine the population growth anticipated in each phase. The 2014 population estimate of
5000 persons was subtracted from the anticipated buildout population to determine the
anticipated total capacity of growth areas. This buildout population was used along with the
phase population estimates to determine the quantity of each phase expected to be
developed by 2034. This results in 100% of the phase I development and 50% of the phase 2
development to meet the build out projection of 15,152 persons. These percentages were
used to determine the population anticipated to be developed in each region as summarized
below in Table 4-1 below. This estimate was used to determine the anticipated scheduling for
required infrastructure works.
Table 4-1: Projected Residential Serviced Populations
Growth Area Projected Serviced Population
Within former Town Limits
(includes existing services) 5000 persons
Central Region 2546 persons
East Quadrant 2419 persons
Norwest Quadrant 5186 persons
Build out (2034) Total 15,152 persons
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.2
4.2 POTABLE WATER DESIGN PARAMETERS
4.2.1 Historical Demands
The historic potable water demands presented in Table 4-2 for the years 1993 to 2004 were
obtained from the 1997 Water Optimization Study (1993-1996) and from the Municipality’s
quarterly water quality reports (2002-2004). Potable water demands for the years 2005 to 2013
were obtained from service population estimates, meter records and average household size
data. A relatively linear decrease in unit demands throughout the monitoring period is shown
in Table 4-2 below.
Table 4-2: Historic Water Consumption – North Grenville Municipal Water Supply
Year AVDY (m3/d) AVDY1 (Lpcd) MXDY (m3/d)
1993 1706 660 2548
1994 1861 696 3417
1995 1861 673 3446
1996 1703 597 3284
-
2002 1488 442 3135
2003 1548 452 3441
2004 1581 453 3254
2005 1508 425 3,247
2006 1462 392 3,148
2007 1525 290 3,283
2008 1840 448 3,962
2009 2111 490 4,545
2010 1860 411 4,005
2011 1712 360 3,686
2012 1540 309 3,316
2013 1503 287 3,236 1 Per capita usage determined using populations in Table 3-1: Historical & Projected
Serviced Population.
4.2.2 Design Flow
The Ontario Ministry of Environment’s (MOE) Guidelines for the Design of Water Distribution
Systems states that for design purposes, existing reliable records for average day, maximum
day and peak rates should be used wherever possible.
Historically, Kemptville has experienced very high mixed-use AVDY flows. Mixed-use flows
include residential, institutional, commercial and industrial users along with an allowance for
leakage. In the 1997 Water System Optimization Study, leakage accounted for up to 28% of
the water usage in North Grenville. The Municipality has since taken steps to reduce leakage
and water wasting. Table 4-2 was used to determine the highest average day per capita flow
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.3
of 360Lpcd for the last three years (2011-2013). This is a significant decrease from the three
years preceding 2011 (2008-2010), where the highest average per capita flow was calculated
at 490Lpcd.
For planning purposes a mixed-use flow rate of 360 Lpcd was used for the well capacity
analyses, and will be used in the determination of demands up to 2034. It is noted that this flow
rate allows for a level of ICI growth that is currently within the Urban Service Area and includes
capacity for facilities such as schools, local businesses and limited industry; it also includes an
allowance for unaccounted for water.
The design for new watermain systems have demands applied as per the specific land use, as
outlined in Section 4.1. For residential land a housing density of 33 units per hectare was used
with an expected population density of 2.5 persons per unit. A flow per capita of 325 Lpcd was
assumed as per the design guidelines for strictly residential areas. For commercial areas a
water demand of 4 litres per day per meter squared of floor area was assumed with an
assumed floor area per hectare ratio of 0.4. For institutional land, a population of 500 students
was assumed for the elementary school to be built. A flow of 100 L/d/student was assumed for
demand. It is noted that special provisions will have to be considered for industrial
developments that wish to use more water than is being allocated.
The total estimated potable water demands for 2034 development in each region is
summarized in Table 4-3 below.
Table 4-3: Estimated Potable Water Demands
Mixed Use
Population
(persons)
AVDY
Demand
(m3/d)
MXDY
Demand
(m3/d)
Existing Services 5,000 1,800 3,875
Central Region Growth 2,546 917 1,973
East Quadrant Growth 2,491 871 1,875
Northwest Quadrant
Growth 5,186 1,867 4,022
Total 2034: 15,152 5,455 11,744
4.2.3 Fire Flow Requirements
A population based equation derived from section 8.4.2 of the MOE Design Guidelines for
Drinking Water Systems (Ministry of the Environment, 2008) was used to determine the required
fireflow. This guideline also dictates a minimum residual pressure of 140 kPa must be
maintained at all times during fireflow. According to the North Grenville Design Guidelines, this
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.4
fireflow must be achieved in conjunction with maximum day demands. The required fireflow
capacity for each year of proposed development is provided in Table 4-4 below. It can be
noted that the MOE fire flow increases from 2 to 3 hours based on the projected population
expansion.
Table 4-4: Require Fireflow as per MOE Standards
Year Population
(persons)
MOE Fireflow
Demand (L/s)
MOE Fireflow
(Hours)
2014 5,000 138 2.0
2015 5,285 142 2.0
2016 5,586 146 2.0
2017 5,905 150 2.0
2018 6,241 155 3.0
2019 6,597 159 3.0
2020 6,973 163 3.0
2021 7,370 168 3.0
2022 7,791 173 3.0
2023 8,235 177 3.0
2024 8,704 182 3.0
2025 9,200 188 3.0
2026 9,725 193 3.0
2027 10,279 198 3.0
2028 10,865 204 3.0
2029 11,484 209 3.0
2030 12,139 215 3.0
2031 12,831 221 3.0
2032 13,562 227 3.0
2033 14,335 234 3.0
2034 15,152 240 3.0
4.2.4 Source Capacity Requirements
The Province of Ontario is a member of the Great Lakes Upper Mississippi River Board of State
Public Health & Environmental Manager’s Water Supply Committee which publishes the “10
State Standards”. The Province of Ontario has been a member of this committee since 1978
and recognizes the requirements of these Standards. The 2003 & 2012 versions of the 10 State
Standards state in Section 3.2.1.1 Source Capacity:
“The total developed groundwater source capacity, unless otherwise
specified by the reviewing authority, shall equal or exceed the design
maximum day demand with the largest producing well out of service”.
Previously, the standards were less onerous in that the 1997 version of the 10 State Standards
stated in Section 3.2.1.1 Source Capacity:
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.5
“The total developed groundwater source capacity shall equal or exceed the design
maximum day demand and equal or exceed the design average day demand with
the largest producing well out of service.”
The existing source capacities are presented in Table 4-5 below. The existing firm capacity of
2,618m3/d is not sufficient to meet the 2014 MXDY demand of 3,875m3/d. The existing firm
capacity is however sufficient to meet the 2014 AVDY demand of 1,800m3/d and the existing
total capacity of 4,579m3/d is sufficient to meet the existing 2014 demand of 3,875m3/d.
In summary, the existing system meets the intent of the previous 1997 10 State Standards but
does not meet the requirements of the revised 2003/2012 standards. Going forward, to provide
a higher level of service and system redundancy and to be up to date with the most recent
standard, the Master Plan Update will follow the latest 10 State Standards objective for firm
capacity.
The 2034 firm capacity for source water is 11,744m3/d based on the projections in Table 4-3.
An additional 9,126m3/d of firm source capacity is needed to meet the 20-year projection and
is equivalent to five (5) new 2,000m3/d wells.
Table 4-5: Existing Well and Pump Capacities
Well
Daily Allowable Bulk
Capacity
(m3/d)
Van Buren 1309
Alfred 2 1,961
Kernahan 1,309
Total Capacity: 4,579
Firm Capacity: 2,618
2014 MXDY Required: 3,875
2014 Firm Capacity Surplus/Deficit: -1,257
2034 MXDY Required: 11,744
2034 Firm Capacity Surplus/Deficit: -9,126
4.2.5 Storage Requirements
Storage reservoirs located at each of the pumping stations provide the necessary storage for
equalization, emergency and fire.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.6
Table 4-6: At Grade Reservoir Storage Capacity below summarizes the existing storage
capacities of the reservoirs. The total effective storage capacity of the reservoirs (including the
latest Kernahan Reservoir upgrade) is 3154m3.
Table 4-6: At Grade Reservoir Storage Capacity
Reservoir Storage Volume
Location Total Effective
Alfred Pumping Station 929 m3 801 m3
Van Buren Pumping Station 929 m3 880 m3
Kernahan Pumping Station 900 m3 900 m3
Equinelle Reservoir 573 m3 573 m3
Total existing storage 3,154 m3
The MOE Design Guidelines outline the method for determining the storage requirements for a
municipal water distribution system. This storage calculation formula has three components;
fire (A), maximum day (B) and emergency (C). Table 4-7 presents the storage requirements for
the projected residential population and demands noted in Table 4-3. It is noted per the 2008
MOE design guideline Section 8.4.1Chemical Disinfection Contact & Water Treatment Plant
Storage:
“Any volume required to provide chemical disinfection contact time is not available for
storage and should not be included in storage calculations.”
To meet the MOE storage requirements, additional storage is required for both present and
future demand. If a portion of the storage reservoirs are used for contact time disinfection
purposes, the additional storage requirement increases accordingly by the amount needed
for contact time – it is recommended that the Municipality review its current contact time
requirements to determine the available storage for balancing, fire and emergency needs.
Table 4-7: Storage Requirements Using MOE Formula A+B+C
Residential
Population
Fire
(L/s)
Duration
(hrs)
MXDY1
(m3/d)
A
(m3)
B
(m3)
C
(m3)
Total
Storage
Req’d (m3)
Additional
Storage
Req’d* (m3)
5,000 138 2 4258 997 1,065 515 2,577 0
8,704 182 3 6,746 1,687 914 4,571 4,571 1417
15,152 240 3 11,744 2,596 2,936 1,383 6,915 3761
*Additional volume for Contact Time disinfection to be considered in future storage needs.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.7
4.2.6 Pumping Requirements
Water is pumped into the distribution system from the reservoirs using high lift pumps. Each
existing pumping station currently has two domestic pumps and one fire pump. Table 4-8
below summarizes the rated capacities of each high lift pump. To meet the high lift pumping
requirements, the pump stations have to satisfy two high demand conditions; peak hour
demands and maximum day plus fireflow demands.
Table 4-8: Rated Capacities of Existing High Lift Pumps
Pumping
Station Pump # Type
Rated Capacity
All Pumps Domestic
Pumps
Fire
Pumps
TDH
(L/s) (m3/d) (m3/d) (m)
Van Buren
Pump #1 Domestic 15.0 1296 48.8
Pump #2 Domestic 11.4 985 42.7
Pump #3* Fire 37.8 3266 71.0
Alfred
Pump #1 Domestic 12.0 1037 48.8
Pump #2 Domestic 18.9 1633 48.8
Pump #3 Fire - Electric 38.0 3283 70.0
Kernahan
Pump #1 Domestic 13.0 1123 56.8
Pump #2 Domestic 20.0 1728 56.0
Pump #3 Fire 50.0 4320 70.0
Existing Total High Lift Pumping Capacity: 7,802 10,869
Existing Firm High Lift Pumping Capacity: 6,074 9,400*
2014 PKHR Demand: 5,813
2014 Firm Domestic Pumping Capacity Surplus/Deficit: +261
2014 Fireflow Demand: 15,837
2014 Firm Fire Pumping Capacity Surplus/Deficit: -6,437
*Assumes fire pumps at Van Buren and Alfred in operation with Kernahan Domestic #1.
The 2014 peak hour demand for the North Grenville water distribution system is estimated at
5,813m3/d. The total existing domestic pumping capacity of 7,802m3/d is able to meet this
peak demand. With the largest pump out of service (i.e. firm capacity of 6,074m3/d) the
system has a surplus of 261m3/d of firm pumping under 2014 peak hour demands.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.8
The 2014 maximum day plus fire flow demand is 15,837m3/d. Although the total pumping
capacity of all pumps exceeds 17,000m3/d, the Total Dynamic Head (TDH) range of the fire
pumps versus the domestic pumps do not allow them to operate concurrently (or at least not
efficiently to their design capacity). The existing total flow capacity with 3 fire pumps in use is
10,869m3/d. If we allow the Van Buren and Alfred fire pumps to operate concurrently with the
Kernahan domestic pumps (i.e. the largest pump out of service being the new Kernahan Fire
Pump), the total available firm pumping for fire conditions is less than 9,400m3/d. This represents
a deficit of 6,437m3/d to meet the design objective for existing maximum day fire flow.
The anticipated 2034 peak daily demand of 17,616m3/d will require an additional 11,542m3/d
of domestic pumping to meet requirements .
Similarly, the anticipated 2034 maximum day fire flow demand of 32,514m3/d will require an
additional 23,114m3/d of high lift pumping capacity.
4.3 WASTEWATER DESIGN PARAMETERS
4.3.1 Historical Flows
The existing wastewater treatment plant (WWTP) is a mechanical process with continuous
discharge of treated effluent to the Rideau River. In addition to secondary treatment through
an activated sludge process, the plant provides tertiary nutrient removal followed by
ultraviolet disinfection. Commissioned in 1993, the Kemptville WWTP is designed for an
average day flow of 4510m3/d and a peak flow of 11,370m3/d. The design population for this
facility was 5000 persons or 1667 households. The design flow also included an allowance for
industrial and commercial development.
Table 4-9 provides the historical flow rates through the Kemptville WWTP for the years 1991 to
2013 with some years omitted where data was not available. As shown in the data provided,
there has been a decrease in wastewater treatment influent total flow from 1990 to present.
The decrease in total flow has corresponded with an increase in total population. Thus the
average daily flow per capita has seen a significant decrease in the preceding 25 years.
In correspondence with the Municipality, it was noted that during the late 1990’s a camera
and flushing program was initiated to identify problem areas in the sewage collection system.
The problem areas that were found (approximately 5 km) were replaced or relined in the late
1990’s to reduce infiltration. This initiative appears to have had a significant impact whereby
additional wastewater treatment capacity can be released for future development. The ADF
reached its maximum value in 2008 of 2654 m3/d, after which values began to decline. It is
suspected that the pipe optimization methods implemented around 2008 caused the
significant reduction in flow.
The peak daily flow (PDF) for 2001 to 2007 was also provided by the Municipality. These values
had an average peaking factor of 2.6 as compared to the average daily flows. This average
peaking factor was used in conjunction with the known ADF to estimate the peak design flow
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.9
from 2007 to 2013. The PDF has thus shown a parallel decrease to the ADF since 2008. The most
recent monitoring data from 2013 shows an ADF of 2034 m3/d and a PDF of 5291 m3/d. The
ADF per capita has been steadily declining from 646 L/c/d in 2008 to 388 L/c/d in 2013.
The above described flow values are summarized in Table 4-9. The estimated PDF values from
2007 onward are in bold italics in the table below.
Table 4-9: Historical Flow Monitoring Data
Year
Historical Average
Day Flows
(m3/d)
Historical Average
Day Flows/Capita
(L/c/d)
Historical & Projected
Peak Day Flows
(m3/d)
Peak
Design Flow
Factor
1991 1781 - - -
1992 1900 - - -
1993 2100 - - -
Data not provided for 1994-1998
1999 2621 840 - -
2000 2383 742 - -
2001 1843 558 6099 3.3 2002 1646 489 3070 1.9 2003 1794 524 4850 2.7 2004 2052 588 5594 2.7 2005 2243 632 7942 3.5 2006 2340 628 6881 2.9 2007 2243 573 8204 3.7 2008 2654 646 6,900 2.6 2009 1965 456 4,935 2.5 2010 2165 478 4,581 2.1 2011 2090 440 6,300 3.0 2012 1636 328 4,365 2.7 2013 2035 388 4,539 2.2
*Note: Bold italic peak design flow values are projected from the average design flow
*1991-1993 data from 2004 URC by Novatech, 1999-2003 data from OCWA PAR, and other
data provided by the Municipality of North Grenville.
The recent years’ historical flow data was used to estimate future ADFs and PDFs. An ADF per
capita estimate of 400L/c/d is applied with the population projections from Table 4-1. A
peaking factor of 2.6 was applied to all future wastewater flow estimations to obtain the peak
daily flow. These calculations result in an expected ADF of 6061m3/d and PDF of 15,758m3/d in
2034. The total flow expected for each population increase is provided in Table 4-10 below.
The timing of upgrades includes consideration for a trigger once the required capacity
reaches 90% of the existing capacity. This allows a factor of safety with respect to design in
case flows exceed the anticipated maximum, or if the construction process for expansion is
delayed. The recommended construction period, to ensure completion of the project prior to
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.10
it being required, is shown in bold for each required development. The first expansion
represents a doubling of the existing plant capacity required and is shown in 2027, with
construction starting in 2024. A second expansion is not required within the 20 year design
period based on projected growth and demands. The ADF and PDF values are based on a
projected population. These values are subject to change as they are development driven.
Table 4-10: Future Projected ADF and PDF
Year
Projected
Population
(persons)
ADF
(m3/d)
ADF Design Capacity
(m3/d)
(m3/d)
PDF Design Capacity
(m3/d)
Proposed Deficit/Surplus Proposed Deficit/Surplus
2014 5,000 2,000 4,510 2,510 5,200 11,370 6,170
2015 5,285 2,114 4,510 2,396 5,496 11,370 5,874
2016 5,586 2,234 4,510 2,276 5,810 11,370 5,560
2017 5,905 2,362 4,510 2,148 6,141 11,370 5,229
2018 6,241 2,496 4,510 2,014 6,491 11,370 4,879
2019 6,597 2,639 4,510 1,871 6,861 11,370 4,509
2020 6,973 2,789 4,510 1,721 7,252 11,370 4,118
2021 7,370 2,948 4,510 1,562 7,665 11,370 3,705
2022 7,791 3,116 4,510 1,394 8,102 11,370 3,268
2023 8,235 3,294 4,510 1,216 8,564 11,370 2,806
2024 8,704 3,482 4,510 1,028 9,052 11,370 2,318
2025 9,200 3,680 4,510 830 9,568 11,370 1,802
2026 9,725 3,890 4,510 620 10,114 11,370 1,256
2027 10,279 4,112 9,020 4,908 10,690 21,600 10,910
2028 10,865 4,346 9,020 4,674 11,299 21,600 10,301
2029 11,484 4,594 9,020 4,426 11,943 21,600 9,657
2030 12,139 4,855 9,020 4,165 12,624 21,600 8,976
2031 12,831 5,132 9,020 3,888 13,344 21,600 8,256
2032 13,562 5,425 9,020 3,595 14,104 21,600 7,496
2033 14,335 5,734 9,020 3,286 14,908 21,600 6,692
2034 15,152 6,061 9,020 2,959 15,758 21,600 5,842
The anticipated ADF and PDF, as well as the current and anticipated wastewater treatment
plant capacities are summarized in Figure 4-1 below. As previously noted an expansion is
shown in the year 2027.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.11
Figure 4-1: Historical and Projected ADF and PDF
The above mentioned reduction in flow postpones the requirement for wastewater treatment
plant expansion previously anticipated to be required in 2015, to 2027. This can be seen visually
in Figure 4-1: Historical and Projected ADF and PDF above. North Grenville is encouraged to
continue advocating for lower water usage and to continue their efforts to decrease
infiltration into the wastewater system. These measures have made a significant reduction in
total inflow, and if continued are expected to significant impact timelines for required
treatment capacity upgrades. It should be noted that these estimates are based on projected
values. Flow monitoring should be completed periodically to confirm actual flows.
The last five years of results indicate that phosphorus effluent averaged on a yearly basis 0.059,
0.058, 0.068, 0.083 and 0.122 mg/L for the years 2010 through 2014 respectively. Results for 2014
showed a spike in phosphorus that was likely due to tertiary filter bypass events. The total
phosphorus concentration in the Rideau River was extracted and averaged for the years 2001-
2014 at the three Provincial Water Quality Monitoring Network monitoring stations closest to the
effluent release of the wastewater treatment plant. The results show a total phosphorus
concentration in the Rideau River near the Provincial Water Quality Objective maximum of
0.03mg/l as seen below in Table 4-11. To preserve water quality, it is recommended that there
be no increase to the total phosphorus loading from the average seen between the years
-
5,000
10,000
15,000
20,000
25,000
2004 2009 2014 2019 2024 2029 2034
Flo
w (
m3
/d)
Year
North Grenville Wastewater Treatment Needs
ADF Historical & Projected ADF Design Capacity
PDF Historical & Projected PDF Design Capacity
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.12
2001 to 2014. This average value was calculated to be 0.33 mg/l. This concentration results is a
total phosphorus loading 1.1 kg/d less than the specified maximum allowance of 1.4 kg/d for
the treatment plant.
Table 4-11: Provincial Quality Monitoring Network Phosphorus Concentrations (RVCA, 2015)
Station Name Station ID Average Total Phosphorus
Concentration
(mg/l)
Andrewsville Bridge & Rideau River 1803303502 0.022
Highway 43 & Kemptville Creek 18003302902 0.029
Roger Stevens Drive & Rideau River 1803302902 0.028
Based on these results, if the existing plant’s treatment capabilities were reassessed and an
achievable effluent objective of 0.15mg/L was used, the results in Table 4-12 indicate that the
existing treatment technology is not sufficient to meet the phosphorus loading requirements.
The immediate implementation of a phosphorus offsetting program is recommended to
reduce the impact of non-point sources on the Rideau River. Continued efforts to reduce
infiltration and inflow into the system and efforts to mitigate the bypass of tertiary filtration in
the future will assist in limiting the peak phosphorus loadings observed. The use of a higher level
of phosphorus treatment may be required for the wastewater treatment plant in the future,
dependent on the effectiveness of the above mentioned strategies.
Table 4-12: Effluent Phosphorus Loading using effluent objective of 0.15Mg/L
Year Projected
Population
(persons)
ADF
(m3/d)
Anticipated Total
Phosphorus
Loading
(kg/d)
Exceedance over
0.33 kg/d Loading
(kg/d)
Exceedance over
1.4 kg/d Loading
(Kg/d)
2001 3,300 1,843 0.28 0.03 -1.12 2002 3,363 1,646 0.25 -0.05 -1.15 2003 3,425 1,794 0.27 -0.08 -1.13 2004 3,488 2,052 0.31 -0.06 -1.09 2005 3,550 2,243 0.34 -0.02 -1.06 2006 3,711 2,340 0.35 0.01 -1.05 2007 3,872 2,243 0.34 0.02 -1.06 2008 4,033 2,654 0.40 0.01 -1.00 2009 4,194 1,965 0.29 0.07 -1.11 2001 3,300 1,843 0.28 -0.04 -1.12
AVERAGE 0.33 1.09 2010 4,528 2,165 0.32 -0.02 -1.08 2011 4,753 2,090 0.31 -0.08 -1.09 2012 4,990 1,636 0.25 -0.02 -1.15 2013 5,239 2,035 0.31 -0.03 -1.09 2014 5,500 2,475 0.37 -0.01 -1.03 2015 5,813 2,616 0.39 0.01 -1.01
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.13
2016 6,145 2,765 0.41 0.02 -0.99 2017 6,495 2,923 0.44 0.04 -0.96 2018 6,865 3,089 0.46 0.07 -0.94 2019 7,257 3,266 0.49 0.09 -0.91 2020 7,670 3,452 0.52 0.11 -0.88 2021 8,108 3,648 0.55 0.14 -0.85 2022 8,570 3,856 0.58 0.16 -0.82 2023 9,058 4,076 0.61 0.19 -0.79 2024 9,574 4,308 0.65 0.22 -0.75 2025 10,120 4,554 0.68 0.25 -0.72 2026 10,697 4,814 0.72 0.29 -0.68 2027 11,307 5,088 0.76 0.32 -0.64 2028 11,951 5,378 0.81 0.36 -0.59 2029 12,632 5,685 0.85 0.40 -0.55 2030 13,352 6,009 0.90 0.44 -0.50 2031 14,114 6,351 0.95 0.48 -0.45 2032 14,918 6,713 1.01 0.53 -0.39 2033 15,768 7,096 1.06 0.58 -0.34 2034 16,667 7,500 1.13 0.03 -0.27
With respect to monthly compliance limits, 58 of the 60 months between 2010 and 2014
achieved 0.15mg/L or less for the average effluent water phosphorus. June and July 2014
achieved 0.27 and 0.23mg/L respectively. It is understood that this is potentially related to a
tertiary filter bypass. If the effluent requirement was reduced to 0.15mg/L, these two months
would have been “non-compliance” events. The reason for these spikes in monthly
phosphorus concentrations needs to be fully understood prior to the plant being rerated.
4.3.2 Sanitary Sewage Design Flows - Average Daily Flows (ADF)
In determining the uncommitted reserve capacity of the Wastewater Pollution Control Plant,
the historical records of 14 preceding years were analyzed and the ADF per capita has shown
a decreasing trend. These findings were used to estimate a future ADF per capita rate of
400L/C/D. The observed historical ADF and future projections for ADF are shown in Figure 4-2
below.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.14
Figure 4-2: Historical and Projected ADF per Capita
4.3.3 Sanitary Sewage Design Flows - Peak Day Flows (PDF)
Similar to the ADF, the operational records of preceding years were reviewed to determine the
peak day flow (PDF) to be used for design purposes. The average peak factor for the seven
years of peak flow monitoring data provided were used to find an average peaking factor of
2.6 as compared to the ADF. This produces an anticipated build-out PDF of 15,758m3/d by
2034.
4.3.4 Sanitary Sewage Pump Station Requirements
Due to the flat topography of the study area, pump stations are required to transport the
wastewater from the proposed development areas to the treatment plant. The pumping
station requirements for the East and West quadrants were determined using its corresponding
equivalent population and subsequently determining the average and peak design flows for
each quadrant.
The 2034 build-out population pumping requirements were determined using 100% of phase 1
designated flow, and 50% of the designated flow from phase 2. An expansion to
accommodate an additional 60 L/s of flow to the existing East quadrant pump station and wet
well will be required. A future expansion will be required for phase III development as well.
A new pump station will be required to adequately service the Northern portions of East
quadrant development. The capacity for the remaining 50% of phase II development is to be
300
320
340
360
380
400
420
440
460
2005 2010 2015 2020 2025 2030 2035 2040
AD
F (L
/c/d
)
Year
Historical and Projected ADF per Capita
Historical ADF Projected ADF
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Design Parameters
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 4.15
accommodated in this new pump station. This pumping requirement of this area should be
reevaluated closer to the time of development; the value will be dependent on the portion of
land within this region identified as developable for residential construction.
A new pump station, wet well and forcemain for the West Quadrant capable of meeting a
total peak flow of 220 L/s will be required as development of this land proceeds. The 2034
build-out which includes 100% of phase I flow and 50% of phase II flow requires approximately
50 L/s of this flow.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.1
5.0 Potable Water and Wastewater Infrastructure Alternatives
5.1 POTABLE WATER SOURCE ALTERNATIVES
There were three wells present at the time of the 2005 Master Plan: Van Buren, Alfred 1 and
Kernahan. The 2005 expected flows could be met by these wells but source capacity was
identified as a limiting factor for the future. Four alternatives were provided to address the
source capacity restrictions. The expected 2005 master plan build-out demands were
anticipated to be able to be met with groundwater available in the area and so alternatives
using surface as a source were not considered.
The maximization of existing well capacity was considered but it was determined the firm
capacity still would not meet the average daily demand requirement. The option of
expanding the existing wells to increase well capacity was also examined. This alternative
produced an increased risk for water quality issues in terms of turbidity and pollutant capturing
zones. The expansion of the existing wells has not been ruled out however and a
hydrogeological study to further understand the extent of the risks involved needs to be
completed. The installation of new wells at existing sites was considered, but it was determined
this could create interference between aquifers. The final alternative considered was the
installation of a new well at a new site. This option provided the additional redundancy
required for system expansion and so was determined to be the preferred alternative.
Potential locations for the new well site were outlined in the 2013 Master Plan Update
completed by the Municipality of North Grenville. These locations are outlined in light blue
circles in Figure 5-1 below.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.2
Figure 5-1: Proposed Well Locations (Finley, 2013)
Exact plots of land for well locations have since been identified and obtained by the
Municipality. A well location to service the Northwest quadrant is identified in Figure 5-2 below.
The well is represented with a purple reservoir symbol circled in purple. This well is expected to
produce an additional firm well supply of 2,000m3/d.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.3
Figure 5-2: Northwest Quadrant New Well Location
The well location for the East quadrant has also been identified and is outlined in Figure 5-3
below. The well is represented with a purple reservoir symbol circled in purple. This well is also
expected to produce an additional firm well supply of 2,000m3/d.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.4
Figure 5-3: East Quadrant New Well Location
These wells are expected to supply an additional total source capacity of 4,000m3/d. In 2015,
an allowance for an increase in existing firm well capacity of 300m3/d was included. This
allowance assumes a hydrogeological study is carried out on the existing three wells and
determines that the rated capacities could be increased. The original 2005 Master Plan
identified this alternative as a solution to obtain more capacity out of existing infrastructure
and was supported by historical data suggesting that addition well capacity may exist. The
capacity increase from the two new wells and a proposed well upgrade of 300m3/d is
expected to meet demand requirements until the year 2024, which has a projected serviced
population of 8,704 persons. After 2024, until the build-out period of 2034 an additional source
capacity of 6,000m3/d is required. This corresponds to a build-out population of 15,152 persons.
The required capacity increases with the respective anticipated timeline are summarized in
Table 5-1 below. Each point where a source expansion is required is shown in bold in the table
below. At each of these points the capacity is shown to increase by 2,000m3/d.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.5
Table 5-1: Source Capacity Expansion Requirements
Year Population
(persons)
Required Firm
Capacity
(m3/d)
Available
Firm Capacity
(m3/d)
Expansion
Firm Capacity
(m3/d)
Surplus(+)/ Deficit(-)
Firm Well Capacity
(m3/d)
2014 5,000 3,875 2,618 -1,257 2015 5,285 4,096 4,618 2,000 522 2016 5,586 4,330 4,618 288 2017 5,905 4,577 4,918 300 341 2018 6,241 4,837 6,918 2,000 2,080 2019 6,597 5,113 6,918 1,805 2020 6,973 5,405 6,918 1,513 2021 7,370 5,713 6,918 1,205 2022 7,791 6,038 6,918 880 2023 8,235 6,383 6,918 535 2024 8,704 6,746 8,918 2,000 2,172 2025 9,200 7,131 8,918 1,787 2026 9,725 7,537 8,918 1,381 2027 10,279 7,967 8,918 951 2028 10,865 8,421 8,918 497 2029 11,484 8,901 10,918 2,000 2,017 2030 12,139 9,408 10,918 1,510 2031 12,831 9,945 10,918 973 2032 13,562 10,512 10,918 406 2033 14,335 11,111 12,918 2,000 1,807 2034 15,152 11,744 12,918 1,174
The above table is expressed graphically in Figure 5-4 below.
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.6
Figure 5-4: Potable Water Supply Needs
0
2000
4000
6000
8000
10000
12000
14000
2010 2015 2020 2025 2030 2035
Dem
and
(m
3/d
)
Year
Potable Water Supply Needs
MXDY Demand (m3/d) Existing Firm Well Capacity Upgrade 1 (2000m3/d firm)
Rerating Existing Wells Upgrade 2 (2000m3/d firm) Upgrade 3 (2000m3/d firm)
Upgrade 4 (2000m3/d firm) Upgrade 5 (2000m3/d firm)
2015 NORTH GRENVILLE POTABLE WATER AND WASTEWATER MASTER PLAN UPDATE
Potable Water and Wastewater Infrastructure Alternatives
December 11, 2015
sl \\cd1218-f02\01-634\active\1634_01237\planning\report\rpt_ng_w&ww_mp_final_2016jan22.docx 5.7
Every well has a capture zone which it is supplied from, shown by the light blue shaded circle
surrounding each dark blue octagonal source in the diagram below. The source water is
drawn from the groundwater within the capture zone. The 3 existing wells and 2 new proposed
wells capture zones cover the existing and to be developed area, as can be seen in
Figure 5-5. New source options to provide the additional 6,000m3/d will need to be examined
and the location will have to be determined. The creation of new wells outside the existing
development boundaries may provide the additional source capacity required but will have
additional pumping requirements to deliver the water from the well site to the service area.
Given the anticipated increase in population and demand past the year