Town of Arnprior Water and Wastewater Master Plan
June 14, 2013
Sign-off Sheet
This document entitled Town of Arnprior Water and Wastewater Master Plan was prepared by Stantec Consulting Ltd. for the account of the Town of Arnprior. 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)
Kevin Alemany, P.Eng.
Reviewed by (signature)
Marc Telmosse, P.Eng.
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There is one major industrial water consumer that uses an average daily water consumption equivalent to over 3000 persons per day and it is possible, depending on rate of use that it could have a greater impact on maximum day design flows. In addition to impacts on the potable water system, this consumer has similar impacts on wastewater flows. The Town is encouraged to obtain flow data to determine typical hourly usage rates on weekly basis to profile the use. With this data, the Town can review mitigation strategies to optimize water use by this heavy user.
The sanitary sewer flow monitoring program completed in support of the master plan was carried out to characterize the entire Town’s sanitary sewer flows and did not specifically target known at-risk areas. Our recommendations nonetheless include continuing the Town’s sewer separation works to minimize inflow and infiltration impact in the combined sewer areas. Future monitoring programs should include sites such as along Elgin Street in the downtown core to further characterize the inflow and infiltration in these known at risk areas. Inflow and infiltration studies in key areas known to have flooding or sewer backup concerns and areas of unknown hydraulic capacity should be addressed in a prioritized fashion.
This Master Plan presents a long term plan for providing potable water and wastewater infrastructure to meet future growth requirements. While a significant effort went into preparing appropriate growth and demand projections for the Master Plan, there is no guarantee that the projections will occur. Also, both the sewer and potable water systems are dynamic in that they change over time. Infill, growth, demographics, water usage and wasting, new connections, improved infrastructure, decaying and aging infrastructure are all examples of how the water and sewer systems can be impacted and will change over time. For this reason, it is recommended that on-going annual water and sewer monitoring and modeling program is put in place to continually update information needed by the Town to support infrastructure projects. This includes an annual hydrant testing program and hydraulic model update for the potable water system and sewer flow and pump station monitoring and hydraulic model update for the sanitary system.
A sewer separation assessment presented in the Master Plan identifies the hydraulic benefits of continuing the sewer separation initiative in the Town of Arnprior. The following summarizes the key economic and environmental benefits:
reducing and deferring expensive treatment expansions, providing for more growth capacity within the existing systems, reducing/eliminating sewer backups and basement flooding, and reducing and eliminating sewer overflows to receiving streams.
The ultimate success of a sewer separation program is dependent on various factors that should be considered by the Town in the development of a sewer separation plan including:
Age and condition of existing combined sewers, roadways and underground utilities, Historic frequency and volume of combined sewer overflows, Potential for expansion of the existing WWTP and the associated costs,
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1.0 INTR1.1 BAC1.2 PRO1.3 STU1.4 BAC
2.0 ENV2.1 SCO2.2 CLA
2.2.12.2.22.2.32.2.4
3.0 EXIS3.1 NAT3.2 SOC
3.2.13.2.23.2.33.2.43.2.53.2.6
3.3 EXIS3.3.13.3.23.3.33.3.43.3.53.3.6
3.4 WAS3.4.13.4.23.4.33.4.4
4.0 DEV4.1 POT4.2 WAS
4.2.14.2.24.2.3
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RODUCTIONCKGROUNDOBLEM/OPPUDY AREA ..CKGROUND
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VELOPMENTTABLE WATSTEWATER1 Data V2 Sewer 3 Model
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N ................D ..................PORTUNITY...................
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TOWN OF ARNPRIOR WATER AND WASTEWATER MASTER PLAN
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5.0 EXISTING HYDRAULIC CONDITIONS ASSESSMENT .................................................... 5.1 5.1 POTABLE WATER SYSTEM .............................................................................................. 5.1
5.1.1 Water Treatment Plant ......................................................................................... 5.1 5.1.1 Storage ................................................................................................................ 5.1 5.1.2 Pumping ............................................................................................................... 5.2 5.1.3 Distribution Pipe Network ..................................................................................... 5.2
5.2 WASTEWATER COLLECTION SYSTEM .......................................................................... 5.3 5.2.1 Collection System ................................................................................................ 5.3 5.2.2 Existing Sanitary Pump Stations .......................................................................... 5.4 5.2.3 Wastewater Treatment Plant ............................................................................... 5.4
6.0 GROWTH PROJECTIONS ................................................................................................. 6.1 6.1 RESIDENTIAL GROWTH AREAS ...................................................................................... 6.1
6.1.1 Callahan Subdivision ........................................................................................... 6.1 6.1.2 Pegasus Subdivision ............................................................................................ 6.1 6.1.3 Campbellbrook Village Development ................................................................... 6.1 6.1.4 River Ridge V Subdivision ................................................................................... 6.2 6.1.5 Fourth Avenue ..................................................................................................... 6.2 6.1.6 Living Easy Homes .............................................................................................. 6.2 6.1.7 Meehan/Hugh St. Affordable Housing Apartment ................................................ 6.3 6.1.8 Smith Subdivision ................................................................................................ 6.3
6.2 INDUSTRIAL GROWTH AREAS ........................................................................................ 6.3 6.2.1 Canada Hydro Components ................................................................................ 6.3
6.3 POPULATION PROJECTIONS .......................................................................................... 6.3 6.3.1 Impact on Infrastructure Planning ........................................................................ 6.4
7.0 FUTURE WATER DEMANDS & WASTEWATER GENERATION .................................... 7.1 7.1 POTABLE WATER DEMANDS .......................................................................................... 7.1
7.1.1 Demand Patterns ................................................................................................. 7.2 7.2 WASTEWATER FLOWS .................................................................................................... 7.2
8.0 SERVICING ALTERNATIVES ............................................................................................ 8.1 8.1 DO NOTHING ALTERNATIVE ........................................................................................... 8.1 8.2 PRIVATE WELL & SEPTIC SERVICING ALTERNATIVE .................................................. 8.1 8.3 PARTIAL SERVICES PRIVATE/COMMUNAL + MUNICIPAL ............................................ 8.1 8.4 COMMUNAL POTABLE WATER AND WASTEWATER SYSTEMS .................................. 8.1 8.5 EXPANSION OF MUNICIPAL POTABLE WATER DISTRIBUTION & WASTEWATER
COLLECTION SYSTEMS ................................................................................................... 8.2 8.5.1 Municipal Potable Water ...................................................................................... 8.2 8.5.2 Municipal Wastewater .......................................................................................... 8.3
9.0 ASSESSMENT OF GROWTH INFRASTRUCTURE REQUIREMENTS ............................ 9.1 9.1 POTABLE WATER ............................................................................................................. 9.1
9.1.1 Treatment ............................................................................................................. 9.1 9.1.2 High Lift Pumping ................................................................................................. 9.1
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10.0 OPIN10.1 POT
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. 10.1
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. 10.1
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TOWN OF ARNPRIOR WATER AND WASTEWATER MASTER PLAN
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List of Appendices
APPENDIX A – Stakeholder and Public Consultation APPENDIX B – Sanitary Sewer Flow Monitoring and Model Calibration Report
List of Tables
Table 3-1: Historical System Demands ........................................................................ 3.3 Table 3-2: Rated High Lift Pump Capacities ................................................................ 3.4 Table 3-3: Existing Watermain Pipes ........................................................................... 3.5 Table 3-4: MOE Fire Flow Design Objectives .............................................................. 3.6 Table 3-5: Existing Sewer Pipes .................................................................................. 3.9 Table 3-6: Trunk System Sanitary Pumping Stations ................................................. 3.10 Table 5-1: 25 Year SCS II 6 Hour Event Pump Station Capacity Results .................... 5.4 Table 7-1: Potable Water Design Criteria ..................................................................... 7.1 Table 7-2: Sanitary Flow Design Criteria ...................................................................... 7.3 Table 9-1 Subarea #1 Growth Related Flow Projections .............................................. 9.2 Table 9-2 Subarea #2 Growth Related Flow Projections .............................................. 9.3 Table 9-3 Subarea #3 Growth Related Flow Projections .............................................. 9.3 Table 9-4 Subarea #4 Growth Related Flow Projections .............................................. 9.3 Table 9-5 Subarea #5 Growth Related Flow Projections .............................................. 9.4 Table 9-6 Subarea #6 Growth Related Flow Projections .............................................. 9.4 Table 9-7 Subarea #7 Growth Related Flow Projections .............................................. 9.5 Table 9-8 Subarea #8 Growth Related Flow Projections. ............................................. 9.5 Table 9-9 Subarea #9 Growth Related Flow Projections. ............................................. 9.5 Table 9-10 Subarea #10 Growth Related Flow Projections. ......................................... 9.6 Table 9-11 Historical Wastewater Treatment Flows ..................................................... 9.8 Table 9-12 Sewer Separation Results at WWTP ......................................................... 9.9
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ies V
D CN
ual T
ies V
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own U
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own U
2011 T
2011 T
master_plan_ka20130
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Author
A Clark
MM
own
LR
LR and XCG
own
Varies
Varies
LR
Varies
Varies
Varies
N Watson
Town
Varies
Varies
Varies
Unknown
Varies
Unknown
Town
Town
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he highest m/d or 67% of
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20130614.docx
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ertificate of flows of thein 2009 and
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etwork
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w Objectives
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W/M Length(m)
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1,254
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8,781
12,785
23,192
3,344
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ank
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ns
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MASTER PL
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0.1%
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n elevated worage tank haelevation of 1m and 152.5ns were obtais fed by a 4
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Present V
$4
$1,00
$3,58
$4,39
$5,114
$6,95
$66
$14
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water storageas a maximu104.10m. Thm respectiveained from th400mm diam
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20130614.docx
Value
3,606
2,902
1,749
0,336
4,083
7,734
8,895
4,128
1,149
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e tank situatum capacity his tank has ely or 37.7mhe Gallonagmeter waterm
the existing awaska Riveed tower tha
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3.5
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m and e
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more
TOWN OExisting CoMay 6, 201
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Total Tre W Fire Storexisting s176L/s w
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eated Water
Where A = FiB = EC = E
age (A) voluservice popu
with a duratio
EQUIVAPOPULA
500 – 1
1 00
1 50
2 00
3 00
4 00
5 00
6 00
10 0
13 0
17 0
27 0
33 0
40 0
ote 1: When decommended
an equivalen
urce: Table 8.1
d guideline, ted to be app
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ume is determulation of 8,1on of 3 hours
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ALENT ATION1
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00
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00
00
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00
000
000
000
000
000
000
determining ththat the area
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he fire flow alloccupied by
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200
225
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300
350
375
400
450
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Present Valu
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OF ARNPRIOonditions 13
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atchment as s of such inser around alchments for
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20130614.docx
capacity of 43m3/d occutreatment plaximum day lant is equiv
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OF ARNPRIOydraulic Condit13
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pect to elevaperating voluto a flow rate
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capacity (i.eng for the avsums to 31,
ent maximumis equal to 2
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5-2 shows theon network hs conditions.nd the undere to both hig
System He
5-3 and 5-4 ped in the wahan 100psi aska Rivers.
Fire flows
5-5 presents determine tThe ability tin: size and owever the ll park just ine local wate
r. This size wended within
areas, local ng Russet D. In this caseundersized w
OR WATERtions Assessme
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ated storageume would be of 9,460.5
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m day dema23,576 m3/d
ion Pipe Ne
e existing whas existing . In particularsized dischagh pressure
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the results othe anticipatto provided scondition. Inocal waterm the shadow
ermain in somwatermain han a distributio
watermains r. and Vanjue we note thwater treatm
AND WASTent
1634_01094_arnprior
e available fobe available m3/d (109L/s
st pump out)60.5m3/d (1059L/s).
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es
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TEWATER M
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or fire flow coor 1,182m3.s).
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MASTER PL
anning\report\master p
onditions, w. Over a 3-h
lift pumps isow from elev
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as the 300meding the lo
atermain alonvey St.
master_plan_ka20130
hat 50% of thation, this vo
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e water under high ain along Daavey Street
ditions mum pressure Ottawa an
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0614.docx
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ar SCS II 6 hhetic event afrom the nea
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ATER COL
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et
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LECTION S
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s area. This a
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SYSTEM
ee Figure 5andard rainfn Shawville Q
stations undeapacity of tht pump statiosents the loc
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aster plan\arnprior_w_
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al topographyHGL issues.
ance to the gdistance betwiew of the me also includnario.
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20130614.docx
the system. nd rainfall
ows the peapproach allowks should thump stations
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ace elevatioment founda for the 25 y
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town core. a local
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5.2.2
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Name
PS #1
PS #2
PS #3
PS #4
PS #5
5.2.3
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OF ARNPRIOydraulic Condit13
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Existing
s into all then in Table 5-the models
uent events.
Table 5-1
Loc
Elgin Street S
McNab StreAv
Madawaswest of BMcLean
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the Town unrating near itd to meet thpacity of the neous Flow (
he design phnot account
d 2006. The e, it could ha
hey indicatedw into the se
he course of lan process
deled under ection systemto the existiargest evenuent events.
OR WATERtions Assessme
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Sanitary Pu
e modeled pu-1. The largecorrespond
.
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cation
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ater Treatme
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ump Station
ump stationsest event seed to a 1 ye
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TEWATER M
w&ww master plan\pla
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s are within teen during thar event how
r Event Pum
Type
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e expansion w (ADF) rateild-out” popu
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he Town’s che collectionthe bypass on the proje
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he existing Pent of the Tod to a 1 year
MASTER PL
anning\report\master p
their respecthe flow moniwever. Large
mp Station
FirmCapac
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25
59
190
3.5
7
of the wasteed capacity oulation of 1100m3/d (112300m3/d (68
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of the plant stations how
ger flows are
master_plan_ka20130
firm capacitam and usepossible du
esults
eak CalibratModeled (L/
7
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ment plant wd . The plantns. By 2011, e Peak
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0614.docx
ties d to ring
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ew of wastewed from 10 inecline in the
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OR WATERtions Assessme
ctive\1634_01094_arn
water treatmn 2008, to 5 e secondary 1. The decreatives referre
sting ADF floexpected de
m indicates thcally possibl
ata supports reduce PIF nflow reductthe WWTP asessment.
AND WASTent
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ment plant dain 2009 to 0treatment by
ease in theseed to in prev
ows in 2010 esign flows ohat PIF into le based on the model fbypass relattion programand if possib
TEWATER M
plan\planning\report\ma
ata from 2000 in both 201ypass amoue bypasses avious studies
& 2011 wereof the recentthe WWTP adata obtaineindings that ted events, t
m. The Townble at the ups
MASTER PL
aster plan\arnprior_w_
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e approximat plant expanat rates greaed and simugreater the
the Town is is also encostream pum
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is noted tha. Similarly wotal of 14,32
ed to ongoingthe plant exp
ately 70% ofnsion. Hydraater than theulated in the design PIF vencouragedouraged to cping stations
20130614.docx
at plant bypawe observe a25m3 in 2008g infiltration pansion in 2
f the design Aaulic modeline existing plahydraulic mvalues are
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5.5
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TOWN OJune 14, 2
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6.0 G
Figure 6Town of Aproposedand is ca(2031) pllabeled wthe cours
6.1 R
6.1.1
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6.1.2
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6.1.3
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6-1 illustratesArnprior. Figd timing of eategorized inlanning projewith an ID nuse of the ma
RESIDENT
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as # 3 in Figst side of theorth, undevel1, 2 and 3 inhousing typeGuidelines w
Housing Ty
Single FamSemi Detac
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Pegasus
as # 8 in Figett Drive. Basarea is expe
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OR WATER
ctive\1634_01094_arn
Projection
s the locationgures 6-2 & ach. The tim
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TIAL GROW
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e is listed in twere applied
ype Pr
mily ched d ws
mes
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gure 6-1, thesed on the Cected to hou
lbrook Villa
igure 6-1, thArnprior, bothe south a
n Brief from 2ment upon co
AND WAST
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ns
n of the 36 p6-3 present
ming for each: existing, sh
e larger areavant informa
ackground re
WTH AREA
on
e proposed Crnprior. It is bo the east, aevelopment the table beto these num
roposed NuUnits
15836
42
88324
on
e Pegasus SCity of Ottawse 984 pers
age Develop
his proposedounded by fand Highway 2005 predictompletion. P
TEWATER M
plan\planning\report\ma
proposed sut the 36 largeh developmehort-term (20s, including
ation for the eview is inco
AS
Callahan Subounded by and developeof 19.9ha oflow. Design mbers to obt
mber of
Subdivision iwa’s suggestesons.
pment
d subdivisionarmland to th
17 to the wets approxima
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MASTER PL
aster plan\arnprior_w_
bdivisions aest development was alloc016), mid-terareas greatlarger devel
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PersonsUnit3.42.7
2.7
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ousing types
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and industriament projectcated by therm (2021) aner than 1ha,lopments obo the followi
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m the City of population of
s Per t Po
est of Highwon density (p
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20130614.docx
l lots within ts and the
e Town’s pland long-term, have been btained durining subsectio
ated on the west, Jed Che south.
proposed nuOttawa Watf 988 person
Total opulation
538 98
114
238 988
way 17 and sper hectare),
outh-westernW. to the eask Village e housed wigle-family un
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S
6.1.4
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6.1.5
Labeled east of thby SevenRiverviewby Novatthe City oof unit to
S
6.1.6
Labeled Town, jusof Ottawatotal of 9
OF ARNPRIOojections 13
cs \\cd1218-f01\work_
ached units llbrook Villagesign Guide
Housing Type
Single FamilSemi
Detached Townhomes
Totals
River Rid
as # 19 in F portion of th
d by Highwayment of 1.4hdge Subdivis
Fourth A
as # 20 in Fhe Madawasnth Avenue tw Drive to thtech proposeof Ottawa Wobtain a tot
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Living Ea
as # 29 in Fst east of thea’s suggeste0 persons.
OR WATER
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and townhoge can be folines were a
Propo
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s
dge V Subdi
igure 6-1, thhe Town of Ay 17 to the sa of the 23h
sion Phase 5
venue
igure 6-1, thska River witto the north,
he west. Theed the follow
Water Designal population
Propo
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asy Homes
igure 6-1, Le Madawasked populatio
AND WAST
1634_01094_arnprior
ouse units. Tound in the taapplied to the
osed NumbeUnits 125
30
51 206
ivision
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he proposedthin the nort McNab Stre
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osed NumbeUnits
46 25 20 91
Living Easy Hka River andn density (pe
TEWATER M
w&ww master plan\pla
The distributiable below. ese numbers
er of P
d River Ridges situated toaniel Street ter Ridge sub11 units with
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er of P
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MASTER PL
anning\report\master p
on of housinDesign valus to obtain a
Persons PeUnit 3.4
2.7
2.7 -
e Subdivisioo the west of to the north.bdivision. Thh a total popu
enue Subdivn of the Townast, Fourth Ality Analysis hin the 5.6ha
ed to the prop
Persons PeUnit 3.4 2.7 1.8 -
cated in the adawaska Bthis 1.95ha
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16
on is locatedf the Madawa. Phase 5 inhe Servicingulation of 38
ision is locatn of Arnprior
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2
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area is expe
master_plan_ka20130
hin City of Ottaw
ation of 644
Total ulation 425
81
138 644
within the aska River, cludes the
g Design Brie8 persons.
ted just to thr. It is bounde south and in June of 20ign values frber of each t
Total ulation 157 68 36
261
al area of theBased on theected to hou
0614.docx
wa
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TOWN OExisting HyJune 14, 2
cs \\cd1218-f01\
6.1.7
Labeled April of 2within theunits andmeters aon the depopulatio
6.1.8
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6.2 I
6.2.1
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6.3 P
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Meehan/H
as # 36 in F2012 for a pre central ared 14 single bnd the serviesign valueson of 31 pers
Smith Su
as # 35 in Fst south of th suggested
INDUSTRIA
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as # 23 in F#1 was comha industria
artney Street
gn brief recoisting 200mmwill also be lo
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POPULATI
e informationns were crea
ons were detments and aon was not a
wing the lastof units and
OR WATERtions Assessme
ctive\1634_01094_arn
Hugh St. Af
igure 6-1, Kroposed low ea of Arnpriobedroom unitcing was de
s from the Cisons is expe
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igure 6-1, thhe Ottawa Rpopulation d
AL GROWT
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igure 6-1, thmpleted Mayl site, knownt on the sout
ommends thm diameter wocated at th
o suggests thand convey tartney Street
ION PROJE
n obtained frated for eactermined ban assumed 4available. Th 11 residentland area, th
AND WASTent
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ffordable Ho
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TH AREAS
ponents
he Canada Hy 2012 by Jpn as Canadatheast side o
he site be sewatermain te front of the
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ECTIONS
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plan\planning\report\ma
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MASTER PL
aster plan\arnprior_w_
artment
developed ag at Hugh Stof 3 storeys,ng will have apected occusign Guidelin
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ponents Siteants Inc. for tmponents, on
50mm diamy runs alongied by a 150
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anning exerrs, 2016, 202ns for proposdesign valu
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20130614.docx
design brief eehan Street
two bedroomof 522 square
persons. Bar, a total
ern limits of on the City oted to house
Design Brief,ed developmg vacant pro
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ter water ser
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opulation 1. The tial ntial lands we was determhousehold sctare.
6.3
in t, m e ased
the of e 24
ent
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ting
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l
when mined ize,
TOWN OGrowth ProMay 6, 201
6.4 c
Figure 6developm“aggressThe Officthe 2012
6.3.1
Recent uconsideregrowth rashown in
OF ARNPRIOojections 13
cs \\cd1218-f01\work_
6-4 comparesment review sive growth mcial Plan proj Master Plan
Impact o
upgrades to ted growth raates will resun this report.
OR WATER
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s the projectexercise ve
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n Infrastruc
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AND WAST
1634_01094_arnprior
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gnificantly lowwth of appros are estima
cture Plann
Arnprior mure reflective nfrastructure
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0614.docx
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TOWN OJune 14, 2
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gn Paramet
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ons/unit (Se
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ons/ 2bdrm A
age Persons
age Day De
age Day De
age Day De
Day Factor,
Day Factor,
Day Factor,
k Hour Facto
k Hour Facto
k Hour Facto
AND WAST
nprior w&ww master p
mands & W
EMANDS
applies City oIt is recomm
emands realie planning oent’s peaking
e 7-1: Potab
ter
ngle Family)
mi Detached
artments)
Apartment
Apartment
s/hectare (re
mand, Resid
mand, Light
mand, Comm
Residential
Light Indust
Commercia
or, Residentia
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or, Commerc
TEWATER M
plan\planning\report\ma
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20130614.docx
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TOWN OFuture WatMay 6, 201
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e elected to uity of Ottawaassignment
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ATER FLOW
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ater generatrates based
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master_plan_ka20130
d of time, typd maximum hydraulic mo
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20130614.docx
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8.0 S
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SERVICES
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at may be coare identified
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aster plan\arnprior_w_
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ICIPAL
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ements, the ection prese
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implement aire flow capaand storage
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le, communuce the pipeernative is tye the propon potable wats it deemed rface water
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OTABLE WSYSTEMS
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anning\report\master p
al potable we volume reqypically usednent elects toter delivery sof benefit dreadily availoy the use o
and unneces
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water systemquired and ad in rural areo continue usystem is noue to local glable to the Tof groundwassary operat
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master_plan_ka20130
ms might not associated eas where using tanker ot deemed geological Town and a ter wells woions and
ty sewers, technologiecostly to for communand water tablccess to all ical, s are deeme
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0614.docx
and
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erred alternaeby creatingso require upem hydraulicded and gre
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Municipa
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plan\planning\report\ma
onstruction oowards the s
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are required areas that cography and
MASTER PL
aster plan\arnprior_w_
of a new resesouth end oftribution net
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ervoir and puf the Town. Ttwork. Upon ater distribu
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20130614.docx
umping statiThis alternatfurther revietion network
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9.1.2
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Figure 9(4580m3)determin
9.1.4
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POTABLE
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rowth Inf
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aster plan, thwhen additiobasis (i.e. 5 yprojections ored sooner t
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MASTER PL
aster plan\arnprior_w_
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irements
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20130614.docx
eatment planreaches the ections n additional 26.
f the commud. The Townes, official plwth proceedwith a delayto optimize tovements,
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9.2 c
the reviseconvey fl
Figures hydraulicpopulatioFigure 9fire flows
9.2 W
9.2.1
The growthe immiThese asevent wesubareastrunk leveassessm
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ATER
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continuous b
available fireg milestoneshe proposed d potable wa
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d of 55ha of dential areaon the Town
rowth Relat
016 Growth enario Flow
(L/s) 0 0 0
cemain will ng Vanjumar
njumar Drivee sent directosts is providne if Site #37will be requir
MASTER PL
anning\report\master p
backbone of
e flows that as. The resultwatermain n
ater network
into 10 subaas shown on ar 6 hour SCsubsections ote that our as have not b
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ted Flow Pr
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be required r Drive.
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large diame
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areas and asFigures 9-1
CS Type II sywill describe
assessment been include
ential and 17ed to go forwns, this area
rojections
Growth rio Flow
L/s) 0 0 0
to tie this ar
to Site #37.gravity sewermaster plan. rviced by gra
master_plan_ka20130
eter waterma
ted based ohe increasin
grades. on the availa
ssessed und10 through 9ynthetic strese these is limited to d in this
7ha of futureward in the is expected
2031 GrowScenario F
(L/s)10 0
10
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0614.docx
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Subarea on the To
GrowthTy
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ea is comprisctions, this a
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mminent GrScenario F
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able 9-3 Su
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e entire areamity to low lya new pump400mm diam
ea is comprisns, this area
able 9-4 Su
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sed of 17ha rea is expec
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of residentiacted to gene
rowth Relat
016 Growth enario Flow
(L/s) 8 0 8
xisting 400mticipated to bsewer and w
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rowth Relat
016 Growth enario Flow
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veloped andrrounding Lad approximatsewer locate
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rowth Relat
016 Growth enario Flow
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4.8
MASTER PL
aster plan\arnprior_w_
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ted Flow Pr
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ted Flow Pr
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ted Flow Pr
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of commercws provided
rojections
Growth rio Flow
L/s) 8
2 20
cated along to service thhe cumulativ
Based on theTable 9-3.
rojections
Growth rio Flow
L/s) 8 8
ation will be aska. It is prof 100mm diaskin Drive E
of residentiaprovided in T
rojections
Growth rio Flow
L/s) .8 .9 .7
20130614.docx
cial land. Basin Table 9-2
2031 GrowScenario F
(L/s)18 5
23
Vanjumar Dhis subarea.ve additiona
e Town’s
2031 GrowScenario F
(L/s)15 15
required dueoposed that ameter forceEast.
al land. BaseTable 9-4.
2031 GrowScenario F
(L/s)4.8 1.7 6.6
9.3
sed 2.
wth Flow
Drive.
al
wth Flow
e to this
emain
ed on
wth Flow
TOWN OAssessmenMay 6, 201
9.4 c
This areaalong Chsanitary sresidual ccapacity was not p
Subarea Village dflows pro
GrowthTy
ResidTotal Flo
It is proponce fullyother resconnect
Subarea Callahanflows pro
GrowthTy
ResidTotal Flo
The Calla400mm d
Subarea land. BasTable 9-7
OF ARNPRIOnt of Growth In13
cs \\cd1218-f01\work_
a could be seharles Streetservice to thcapacity andof the sewepart of the tr
5 - This areevelopment
ovided in Tab
Ta
h Area pe
I
dential ow (L/s)
osed that thy built) will b
sidential deveinto the exis
6 - This aren developmeovided in Tab
Ta
h Area pe
I
dential ow (L/s)
ahan Subdivdiameter on
7 - This aresed on the T7.
OR WATERnfrastructure Re
_group\01-634\active\1
erviced by et. New trunk his area. Thed should be r along Charunk sewer n
ea is compris. Based on tble 9-5.
able 9-5 Su
mminent GrScenario F
(L/s) 9.4 9.4
e Campbellbbe serviced belopments w
sting 300mm
ea is comprisents. Based oble 9-6.
able 9-6 Su
mminent GrScenario F
(L/s) 2.9 2.9
vision is alreEdey Street
ea is comprisTown’s proje
AND WASTequirements
1634_01094_arnprior
either the 300level infrast
e 300mm sewable to accerles Street wnetwork cons
sed of 45ha the Town’s p
barea #5 Gr
rowth low
20Sce
brook Villageby the existinwill require a
m diameter se
sed of 31ha on the Town
barea #6 Gr
rowth low
20Sce
ady servicedt.
sed of 56ha ctions, this a
TEWATER M
w&ww master plan\pla
0mm sewer tructure is nower along Aept the entirewas not confsidered.
of residentiaprojections, t
rowth Relat
016 Growth enario Flow
(L/s) 14 14
e developmeng 300mm spproximatelewer located
of residentian’s projection
rowth Relat
016 Growth enario Flow
(L/s) 11 11
d by a 250m
of light indusarea is expe
MASTER PL
anning\report\master p
along Arthuot anticipate
Arthur Street e peak flow ffirmed as pa
al land and inthis area is e
ted Flow Pr
2021 GScenar
(L22
ent contributsewer along y 575m of 3d along Fried
al land and inns, this area
ted Flow Pr
2021 GScenar
(L22
mm diameter
strial land anected to gene
LAN
plan\arnprior_w_ww_m
ur Street or ted to be requ
has approxifrom this sub
art of this ass
ncludes the expected to
rojections
Growth rio Flow
L/s) 21 21
tion (approxStaye Court
300mm diamday Street.
ncludes the is expected
rojections
Growth rio Flow
L/s) 22 22
r sanitary sew
nd includes erate the flow
master_plan_ka20130
he smaller suired to provimately 55L/b area. Thesignment as
Campbellbrgenerate th
2031 GrowScenario F
(L/s)27 27
ximately 13L/t Drive. The
meter sewer t
Jed Creek ad to generate
2031 GrowScenario F
(L/s)28 28
wer tied into
Canada Hydws provided
0614.docx
sewer ide /s of
it
rook e
wth Flow
/s
to
and e the
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o the
dro d in
TOWN OExisting HyJune 14, 2
cs \\cd1218-f01\
GrowthTy
Light InTotal Flo
There is this areacalibratedtrunk leve
Subarea land is idprojectio
GrowthTy
Light InTotal Flo
It is propby conneand DeC
Subarea CampanasubsequeBased onTable 9-9
GrowthTy
ResidComm
Total Flo
OF ARNPRIOydraulic Condit013
\work_group\01-634\a
Ta
h Area pe
I
dustrial ow (L/s)
an existing 4. Although thd with actuael services o
8 - This aredentified as dns, this area
Ta
h Area pe
I
dustrial ow (L/s)
osed that anecting into th
Costa Street.
9 - This areale portion oently the conn the Town’s9.
Ta
h Area pe
I
dential mercial ow (L//s)
OR WATERtions Assessme
ctive\1634_01094_arn
able 9-7 Su
mminent GrScenario F
(L/s) 0 0
400mm diamhe hydraulic
al flow data. Fon private pr
ea is comprisdeveloped ua is expected
able 9-8 Sub
mminent GrScenario F
(L/s) 0 0
n 150m longhe 600mm di
ea is comprisof this subarensidered ares projections
able 9-9 Sub
mminent GrScenario F
(L/s) 0 0 0
AND WASTent
nprior w&ww master p
barea #7 Gr
rowth low
20Sce
meter sewer c model showFlow monitoroperty are c
sed of 51ha nder the 203d to generate
barea #8 Gr
rowth low
20Sce
375mm diaiameter exis
sed of 12ha ea was inclu
ea is reduceds, this area is
barea #9 Gr
rowth low
20Sce
TEWATER M
plan\planning\report\ma
rowth Relat
016 Growth enario Flow
(L/s) 9.4 9.4
along DeCows capacity, oring is recomconsidered to
of light indus31 growth sce the flows p
rowth Relate
016 Growth enario Flow
(L/s) 0.7 0.7
meter sewesting sewer a
of residentiauded in the ed to 2ha of rs expected t
rowth Relate
016 Growth enario Flow
(L/s) 0.4 0
0.4
MASTER PL
aster plan\arnprior_w_
ted Flow Pr
2021 GScenar
(L1111
osta Street tflows in this
mmended too be require
strial land. Acenario. Basprovided in T
ed Flow Pro
2021 GScenar
(L66
er would be aat the corner
al and 2ha oexisting condresidential anto generate t
ed Flow Pro
2021 GScenar
(L101
LAN
_ww_master_plan_ka
rojections
Growth rio Flow
L/s) 1.5 1.5
hat may be s particular so confirm caped for this are
Approximatesed on the TTable 9-8.
ojections.
Growth rio Flow
L/s) .7 .7
adequate to r of Madawa
of commerciaditions modend 2ha of cothe flows pro
ojections.
Growth rio Flow
L/s) .4 .4 .8
20130614.docx
2031 GrowScenario F
(L/s)13.513.5
able to servsewer were npacity. Additea.
ly 45ha of thTown’s
2031 GrowScenario F
(L/s)27.127.1
service this aska Bouleva
al land. The el and ommercial laovided in
2031 GrowScenario F
(L/s)1.8 0.8 2.6
9.5
wth Flow
ice not tional
his
wth Flow
area ard
and.
wth Flow
TOWN OAssessmenMay 6, 201
9.6 c
The existexpectedinfrastruc
Subarea land. Thesubarea.in Table
GrowthTy
ResidIndus
Total Flo Both the areas co
The subamodel anscenarios
9.2.2
The growand the rgeneral r
9.2.3
PS #3 is this studymodeled brings thland and this Mastseen undprogramscapacity
We also complete
OF ARNPRIOnt of Growth In13
cs \\cd1218-f01\work_
ting sewer ad to be able tcture howeve
10 - This are Fourth Ave Based on th9-10.
Tab
h Area pe
I
dential strial ow (L/s)
300mm andntribution, a
area peak flond the impacs considered
Sanitary
wth area flowresults were remain over
Sewage P
the only stay. As noted flow of 101Le ultimate pthe flow gen
ter Plan, we der less freqs show higheassessment
recommended to establis
OR WATERnfrastructure Re
_group\01-634\active\1
along Jack Cto receive ther field confi
rea is comprenue develohe Town’s p
ble 9-10 Sub
mminent GrScenario F
(L/s) 0 0 0
d a 600mm snd additiona
ows were loacts on the exd.
Sewers
ws were addassessed. A1.5m from s
Pump Statio
ation that is ein Table 5-1L/s. The ultimrojected flowneration fromrecommenduent wet weer peak flowt would be w
d that the consh the feasib
AND WASTequirements
1634_01094_arnprior
Crescent hashe contributioirmation is re
rised of apprpment make
projections, t
barea #10 G
rowth low
20Sce
sewers locatal trunk level
aded into thexisting trunk
ed as constaAlthough thesurface for th
ons
expected to s, PS#3 has mate projectw to 153L/s. m these aread further moneather eventsws at this locawarranted.
ndition PS #bility of eithe
TEWATER M
w&ww master plan\pla
s a residual con from this equired.
roximately 6hes up the enhis area is e
Growth Rela
016 Growth enario Flow
(L/s) 5.2 0
5.2
ted along Fol servicing is
e existing cocollection sy
ant inflows inere are areashe Town und
see an increan ultimate ted 2031 flowMuch of the
as can vary nitoring to cos. Should thation, a pum
#3’s forcemaer twinning o
MASTER PL
anning\report\master p
capacity of aarea withou
ha of residetirety of the
expected to g
ated Flow P
2021 GScenar
(L538
ourth Avenues not anticipa
onditions 25Yystem were
nto the 25 Ys with capacder all growt
ease in flow capacity of w at this PS
e growth thatsubstantiallyonfirm and re results of
mp station an
ain be assessor upgrading
LAN
plan\arnprior_w_ww_m
approximateut new trunk
ntial and 3haresidential pgenerate the
Projections.
Growth rio Flow
L/s) .2 .4 .6
e have capaated to be re
Year SCS IInoted for the
Year SCS II 6city constrainth scenarios
due to grow190L/s and is approximt is conveyey. As previourefine the flothese future
nd forcemain
sed and thatthis forcema
master_plan_ka20130
ly 50L/s andlevel
a of industriaportion of thie flows prov
2031 GrowScenario F
(L/s)5.2 3.4 8.6
acity for this equired.
6 Hour evee various gr
6 Hour modents, the HGL.
wth identified saw a peak
mately 52L/s d to PS #3 iusly stated i
ow responsee monitoring n status and
t a study be ain.
0614.docx
d is
al s ided
wth Flow
nt rowth
el Ls in
in
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TOWN OExisting HyJune 14, 2
cs \\cd1218-f01\
9.2.3.1
The existThe peakthe existioccur as Additionadetermin
9.2.3.2
None of tIt is anticexisting t
9.2.3.3
Subarea This newinfrastruc
Subarea Street.
Subarea sewer wiinfrastruc
9.2.3.4
Subarea 15L/s. A
9.2.3.5
Subarea 100mm d
Subarea
9.2.4
The histoTable 9-828Lpcdplot of fu
OF ARNPRIOydraulic Condit013
\work_group\01-634\a
Existing Co
ting sanitaryk flows modeing firm capathe model lo
al monitoringe if the note
Imminent 2
the subareacipated that atrunk sewers
2016 Growt
5 - A portionw sewer will tcture is sized
6 – The Ca
8 - This arell tie into thecture is sized
2021 Growt
3 - This are100m long 1
2031 Growt
1 - This arediameter forc
3 – The pum
Wastewa
orical Averag11. Based o. The recentture wastew
OR WATERtions Assessme
ctive\1634_01094_arn
onditions (2
y collection seled at pumpacity of thesoading parag is recommed pump stat
2011 Growth
s require neall imminent s.
th
n of this areatie into the ed to the proje
llahan Subd
ea will requiree existing 60d to the proje
th
ea will require150mm diam
th
ea will requirecemain.
mping statio
ater Treatme
ge Daily Flowon correspont 2010 plant
water treatme
AND WASTent
nprior w&ww master p
2012)
system is adp stations #1e stations. Tmeters usedended to cotions are at c
h
ew trunk levegrowth with
a will requireexisting 300mected 2031 f
ivision is alr
e approxima0mm diameected 2031 f
e a new pummeter forcem
e a new pum
n built for 20
ent
ws for the Arnding Town p
expansion cent requirem
TEWATER M
plan\planning\report\ma
equately siz1, #3, #4, anThis observad are calibranfirm the mocapacity.
el infrastructuhin the Town
e approximamm diameteflows.
ready conne
ately 150m oter sewer loflows.
mp station wmain is also a
mp station w
021 flows ne
rnprior Wastpopulations,considered a
ments was de
MASTER PL
aster plan\arnprior_w_
zed to handlend at the #5ation is not cated based oodel loading
ure under thn can be serv
ately 575m or sewer loca
cted to 400m
of 375mm diaocated on Ma
with a capacitanticipated.
with a capacit
eeds to be up
tewater Trea the average
a per capita eveloped us
LAN
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e the peak flpump statio
conclusive thon short term parameters
he imminent viced by con
of 300mm diaated on Fried
mm sanitary
ameter seweadawaska B
ty of 8L/s an
ty of 10L/s a
pgraded from
atment Plante daily flow pflow equal toing both des
20130614.docx
lows generans are all ab
hat overflowsm monitorings to conclusi
growth scennnecting into
ameter seweday Street. T
y sewer on E
er. This newBoulevard. Th
nd expandab
and a 670m
m 8L/s to 15
t are shown per capita iso 882Lpcd. Asign and
9.7
ated. bove s will . vely
nario. o
er. This
Edey
w his
ble to
long
5L/s.
in s A
TOWN OAssessmenMay 6, 201
9.8 c
historicalthe currerequired is reducebe partiaprojectioto 0.761 projectio
Yea
201120102009
The impaimprovemopportunthe amouwastewa
9.2.5
9.2.5.1
Stantec cfully sepaTable 9-flows westorm evsewer seflows in tvolume e
OF ARNPRIOnt of Growth In13
cs \\cd1218-f01\work_
l flow rates, ent design va
by 2019. Use to 8% and lly attributedn line showsm3/c/d, the wn.
r Ave
Flo
1 0 9
act of improvment and rennity to defer eunt of bypaster treatmen
Combine
2012 Monit
compared tharated sewe-12 show thre reduced bents were re
eparation hasthe gravity seentering the
OR WATERnfrastructure Re
_group\01-634\active\1
Figure 9-15alue, an addsing the histodeferred by
d to the imprs how by redwastewater
Table 9-11
rage Daily ow (ADF) (m3/d) 6658 6745 6283
ved sewer hynewal proceexpensive pses that occ
nt.
ed Sewer Se
tored Storm
he existing cer model (i.e.at during theby between educed by bs an overall ewers, at theWWTP durin
AND WASTequirements
1634_01094_arnprior
5 shows the itional wasteorical treatm3 years to 2
rovements toducing the petreatment pl
Historical W
SecondarBypasses(Count)N/A (>3)
21 27
ydraulics is ss that has tlant upgrade
cur at the pla
eparation A
m Events
onditions se. no combinee four 2012 s8% to 27% aetween 6% positive impe pumping sng storm eve
TEWATER M
w&ww master plan\pla
impact of deewater treatm
ment rate for 2022. It is noo the collectier capita flowant expansi
Wastewater
ry s
PlBypa(Co
) 005
demonstratetaken place es, reduce thant and redu
ssessment
ewer model sed sanitary/sstorm eventsand overall tto 7%. Thes
pact on the sstations, andents.
MASTER PL
anning\report\master p
ecreasing thment expansthe last thre
oted that theion system ow by an addon could be
r Treatment
ant asses ount) 0 0 5
ed above, byin recent ye
he size of fuuce the overa
system resustorm sewers monitoredtotal volume
se model ressystem throud in the force
LAN
plan\arnprior_w_ww_m
e per capitasion (16%) w
ee years, thee lower per cover recent ydition 8% from deferred be
t Flows
Population (Persons)
8114 7923 7732
y continuingears, the Towture plant upall cost of pr
lts versus a rs). The resu and modele
es at the WWsults show thugh the reduemains, and
master_plan_ka20130
flow rate. Uwould be e expansion capita flow myears. The tam current raeyond the 20
Per CaADF
0.820.850.813
the sewer wn has an pgrades, redroviding
hypotheticaults in ed, the peak
WTP during that combineuction of pea
a reduction
0614.docx
Using
size may
arget ates 031
pita F
1 1 3
duce
al
k the d
ak in
TOWN OExisting HyJune 14, 2
cs \\cd1218-f01\
Event
March 12012
March 22012
April 92012
April 232012
The sanipotential daily flow Average The curretreated aof the exincludes 6,480m3/ Based onaverage year in thvolume--respect ttranslatecurrent d Peak Ins The curreStudy Reobservedapproximthese hissystem oThe systethe systeEnvironminitiative
OF ARNPRIOydraulic Condit013
\work_group\01-634\a
t Sep
S
5, ExFull S
28, ExFull S
, ExFull S
3, ExFull S
tary sewer mimpact of se
ws and the p
Daily Flow (
ent ADF plaat the wastewtraneous flothe groundw/d (75L/s) or
n the model day design f
he combined- entering thehe impact os to a deferr
demand proje
stantaneous
ent PIF planeport (ESR) d between 20
mately 52,600storical peakover the samem design h
em is still mement’s Policyto reduce in
OR WATERtions Assessme
ctive\1634_01094_arn
Table 9-1
paration Status
xisting Separation xisting
Separation xisting
Separation xisting
Separation
model was theparating theeak instanta
(ADF)
nt design cawater plant ww, the result
water infiltratr 4% less tha
results, the flows. This r
d areas is dive entire sanin existing inral of wastewections and
Flow (PIF)
t design capnoted that th004 and 2000 m3/d occu
k flows did nome period whhowever is seeting the coy F-5-5. Thefiltration and
AND WASTent
nprior w&ww master p
12 Sewer Se
Peak Flo(L/s)
281 258 156 120 166 121 198 151
hen tested ue combined aneous flows
apacity is 9,7was 6,745m3
ting averagetion componan the avera
separation oreduction is vided over 3itary sewer sfrastructure,
water treatmtreatment ca
pacity is 59,3he plant des06. The ESRrred nominaot include 19
hich may havuch that eve
ombined sewe ESR also rd inflow.
TEWATER M
plan\planning\report\ma
eparation R
w Fl
Redu(L
2
3
4
4
using a 5 yeasewer areas
s.
700m3/d (1123/d (78L/s). Ae dry weathenent of the exage daily flow
of combinedminimal sinc
365 days andsystem when, a reductionent expansioapacity.
300m3/d (68sign is basedR also noted ally 34 times 9 plant bypave a significaen when accwer overflow references th
MASTER PL
aster plan\arnprior_w_
Results at W
low uction L/s)
T
23
36
45
47
ar SCS II des of the exis
2L/s). In 20After eliminaer flow underxtraneous flow.
d sewers proce the entired representsn averaged on of 4% on thon by appro
6L/s). The 2d on the 99.5that the 99.and was exsses that ocant impact ocounting for t
requiremenhe Town’s o
LAN
_ww_master_plan_ka
WWTP
Total Volume(m3)
18,800 17,600 10,800 10,200 17,500 16,500 28,500 26,500
esign event tosting system
11, the averating the rainr existing coow) was det
ovides a slighe rainfall volus a fraction oon a yearly he average d
oximately 3 y
2008, WPCC5 percentile .5 percentilexceeded onlyccurred in thon the future the plant byp
nt per the Onongoing sewe
20130614.docx
e Volum
Reduct(m3)
1,20
600
1,00
2,00
o observe thon the aver
rage daily flonfall compononditions (whtermined to b
ht reduction ume that fallsof the overalbasis. With daily flow years based
C Environmeof PIF flows
e PIF of y once. Alsoe collection PIF projecti
passes voluntario Ministrer separatio
9.9
me tion )
0
0
0
0
he rage
ow nent hich be
of s in a l
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ental s
o,
ions. mes, ry of
on
TOWN OAssessmenMay 6, 201
9.10 c
Using theexisting scombined41,820m Assessm The sectinitiative environm
r p r r
The ultimfactors/cosewer se
Au
H P D
e R
m
OF ARNPRIOnt of Growth In13
cs \\cd1218-f01\work_
e sanitary sesystem condd sewers are3/d (484L/s)
ment Conside
ions above din the Town
mental benef
reducing andproviding forreducing/elimreducing and
mate successonditions/va
eparation pla
Age and conutilities, Historic frequPotential for Developmenenforce, andRefinement omodel calibra
OR WATERnfrastructure Re
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ewer model, ditions. This eas modeled, a reduction
erations & C
describe the of Arnprior.fits:
d deferring er more growtminating sewd eliminating
s of a sewerariables that an:
ndition of exi
uency and vexpansion o
nt of bylaws ad of the sanitaation.
AND WASTequirements
1634_01094_arnprior
the projectevalue is in lid as separatn of 15,640m
Conclusions
e potential hy The followin
expensive treth capacity wwer backups g sewer over
r separation should be co
sting combin
volume of coof the existinagainst illeg
ary hydraulic
TEWATER M
w&ww master plan\pla
ed peak flowne with the fted sewers,
m3/d (181L/s
ydraulic benng summariz
eatment expwithin the exand basem
rflows to rec
program is donsidered by
ned sewers,
mbined sewng WWTP anal sewer con
c model resu
MASTER PL
anning\report\master p
w was 57,460findings of ththe resulting) or 27%.
efits of contzes the key
pansions, xisting systement flooding
ceiving strea
dependent oy the Town
, roadways a
wer overflowsnd the assocnnections an
ults through s
LAN
plan\arnprior_w_ww_m
0m3/d (665Lhe 2008 ESg peak flow d
inuing the seeconomic a
ms, , and ms.
on various in the develo
and other un
s, ciated costsnd the willing
strategic flow
master_plan_ka20130
/s) under R. With the drops to
ewer separand
opment of a
nderground
, gness to
w monitoring
0614.docx
ation
g and
TOWN OFJune 14, 201
cs \\cd1218-f01\wo
10.0 O
Allocation
10.1 PO
10.1.1
A breakdowatermain
10.1.2
The recenwater usagwater planin the ordepreviouslyeliminationbeyond 20water use.
10.2 W
10.2.1
We have eand forceminclude graforcemain
10.2.2
The wastepersons. Othan the desystem to the eliminain 2019 bathe Town winclude floupgrade aof $13.6 m
F ARNPRIOR13
ork_group\01-634\activ
Opinion of
of costs for
OTABLE W
Watermain
own of the inn cost to mee
Potable W
t water treatge rates app
nt upgrade aer of $1.4 mi
noted, varion of the decl031. The Tow.
WASTEWAT
Collection
established emain infrastravity sewerscost to mee
Wastewate
ewater treatmOur assessmesign valuesreduce dry wation of the dased on desiwould need w monitorings a baseline
million (in tod
R WATER A
ve\1634_01094_arnpr
f Probabl
infrastructur
WATER CO
n Costs:
dividual watet future 203
Water Treatm
tment plant hplied and thes a baselinellion (in toda
ous programining block rwn is encour
TER COST
, Pumping a
estimates ofucture requi
s on private pet future 203
er Treatmen
ment plant wment shows ts used for thweather inflodeclining bloign values toto undertakeg and sewer
e for costing ay’s dollars)
AND WASTE
rior w&ww master plan
le Costs
re shall be in
OSTS
ermain proje31 demand p
ment/Pumpin
has sufficiene growth proje for costing ay’s dollars)
ms such as wrates can resraged to exp
S
and Forcem
f the probablrements in Fproperty. Th1 demand p
nt/Pumping/
was recently that wastewa
he plant upgrow and infiltrock rates, it io be deferrede a comprehr & manhole(i.e. $8888/m) to meet cu
EWATER M
n\planning\report\mast
n accordanc
ects is preseprojections is
ng/Storage
nt capacity tojections inclu(i.e. $2025/mto meet curr
water conservsult in a defeplore program
main
le costs for tFigure 10-2e total proje
projections is
/Storage
upgraded toater productrade. With furation and ths possible fod to 2022 anhensive colle rehabilitatiom3), the futurrent 2031 g
MASTER PLA
ter plan\arnprior_w_ww
e with Town
ented in Figus $4.7million
o meet demauded in this m3), the futurent 2031 grrvation, pipe erral of the pms and proje
the sanitary . The cost p
ected gravitys $1.3 million
o meet a destion on an avurther improvhrough wateor the plant end beyond. Iection systemon. Using theure expansiogrowth projec
AN
w_master_plan_ka20
n of Arnprior
ure 10-1. Thn.
ands up to 2assessmen
ure expansiorowth projecrehabilitatio
plant upgradects to help
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Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Study Area - Municipal Boundary
1-1
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Class EA Process
2-1
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title 2011 Census Population
3-1
0
100
200
300
400
500
600
700
0 -
4
5 -
9
10
- 1
4
15
- 1
9
20
- 2
4
25
- 2
9
30
- 3
4
35
- 3
9
40
- 4
4
45
- 4
9
50
- 5
4
55
- 5
9
60
- 6
4
65
- 6
9
70
- 7
4
75
- 7
9
80
- 8
4
85
+
Po
pu
lati
on
(P
ers
on
s)
Age Categories (Years Old)
Town of Arnprior 2011 Census Population
Distribution Based on Age
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Ground Elevations (m)
5-1
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Existing W/M Diameters
5-2
Discontinuous large dia. feedermain
Undersized discharge w/m from WTP along Havey Street
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Existing Maximum Pressures (psi)
5-3
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Existing Minimum Pressures (psi)
5-4
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Existing MXDY Fire Flows (L/s)
5-5
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title 25-Year SCS II 6 Hour Event
5-6
Total Depth =
66.5mm
Based on 29 years
(1970-1999)
of rainfall records
collected at
Shawville Quebec
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Existing Sanitary Pumping Stations
5-7
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sanitary - Existing 25-Year SCS II
5-8
Sanitary Sewer Model Results
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Proposed Development
6-1
37
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Proposed Developments (>1 ha)
6-2
Figure
1.0 ID
(GIS)
Comment/Name Area (ha) Land UseProposed
Subdivision?
Known Populations
(Proposed
Subdivisions Only)
Total
Population
Residential
Area (ha)
Industrial
Area (ha)
Commercial
Area (ha)
1 Verch/Potter 20.9 Residential 0 941 20.9 0 0
2 Campbell Farm 27 Residential 0 1215 27 0 0
3 Callahan 26.81 Residential Subdivision 1296.5 1297 26.81 0 0
4 Vacant Industrial Lands #2 20.6 Comm/Res HC/Res 0 675 15 0 5.6
5 Reid/OPG/Boese 14.2 Industrial 0 0 0 14.2 0
6 Vacant Industrial Lands #1 20.2 Industrial 0 0 0 20.2 0
7 O'Neil Farm 17.73 Industrial 0 0 0 17.73 0
8 Pegasus 16.79 Residential Subdivision 984 984 16.79 0 0
9 Sandvik Steel (contamin.) 16.22 Industrial 0 0 0 16.22 0
10 Campbellbrook 13.57 Residential Subdivision 644 644 13.57 0 0
11 Hydro 13.21 Industrial 0 0 0 13.21 0
12 Hydro 11.97 Industrial 0 0 0 11.97 0
13 Airport Restricted 10.95 Industrial 0 0 0 10.95 0
14 Stinson Fuels 10.41 Commercial 0 0 0 0 10.41
15 Capital Asphalt/Sullivans 8 Industrial 0 0 0 8 0
16 RC Church- for High School? 10.14 Residential 0 457 10.14 0 0
17 Campanale 9.72 Residential Subdivision 436.5 437 9.72 0 0
18 Miller-storage 6.57 Industrial 0 0 0 6.57 0
19 River Ridge IV & V 5.73 Residential Subdivision 232 232 5.73 0 0
20 4th Ave - draft approved 5.72 Residential Subdivision 260 260 5.72 0 0
21 Jed Creek II & III 3.81 Residential Subdivision 171 171 3.81 0 0
22 Vydon Acres 3.2 Residential 0 144 3.2 0 0
23 Canada Hydro Components 3.32 Industrial 0 0 0 3.32 0
24 Will only be 1 sfd - EP lands 0 Residential 0 0 0 0 0
25 Whitten 2.47 Industrial 0 0 0 2.47 0
26 Loblaws 2.25 Commercial 0 0 0 0 2.25
27 RES 2.02 Residential Subdivision 118.8 119 2.02 0 0
28 Unknown 1.98 Industrial 0 0 0 1.98 0
29 Rockcliffe Cove - 132 condos 1.95 Residential Subdivision 90 90 1.95 0 0
30 Girotti 1.79 Residential 0 81 1.79 0 0
31 Kimmel 1.77 Commercial 0 0 0 0 1.77
32 Loblaws 1.6 Commercial 0 0 0 0 1.6
33 McEwan 1.48 Residential Subdivision 67.5 68 1.48 0 0
34 Plaintree - parking area 1.3 Industrial 0 0 0 1.3 0
35 Smith 0.82 Residential Subdivision 36 36 0.82 0 0
36 Aff. Housing Meehan/Hugh 0.1 Residential Subdivision 31 31 0.1 0 0
37 White Lake Road/Bev Shaw Parkway 14.2 Commercial 0 0 0 0 14.2
TOTALS = 330.5 4,367 7,882 166.55 128.12 35.83
ha ppl ppl ha ha ha
Build out
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Timing of Proposed Development
6-3
Figure
1.0 ID
(GIS)
Comment/NameDec 2011
Built %
2016 (Short)
Pop %
2021 (Mid)
Pop %
2031 (Long)
Pop %
Dec 2011
Built Area %
2016 (Short)
Area %
2021 (Mid)
Area %
2031 (Long)
Area %
Dec 2011
Built Area %
2016 (Short)
Area %
2021 (Mid)
Area %
2031 (Long)
Area %
1 Verch/Potter 0% 0% 0% 0%
2 Campbell Farm 0% 5% 25% 50%
3 Callahan 0% 28% 75% 100%
4 Vacant Industrial Lands #2 0% 5% 40% 100% 0% 0% 50% 100%
5 Reid/OPG/Boese 0% 0% 50% 100%
6 Vacant Industrial Lands #1 0% 0% 0% 50%
7 O'Neil Farm 0% 0% 0% 50%
8 Pegasus 0% 45% 100% 100%
9 Sandvik Steel (contamin.) 0% 0% 0% 0%
10 Campbellbrook 74% 26% 26% 26%
11 Hydro 0% 0% 0% 0%
12 Hydro 0% 0% 0% 0%
13 Airport Restricted 0% 0% 0% 0%
14 Stinson Fuels 0% 0% 50% 100%
15 Capital Asphalt/Sullivans 0% 50% 75% 100%
16 RC Church- for High School? 0% 0% 0% 0%
17 Campanale 90% 10% 10% 10%
18 Miller-storage 0% 0% 0% 0%
19 River Ridge IV & V 82% 18% 18% 18%
20 4th Ave - draft approved 0% 100% 100% 100%
21 Jed Creek II & III 85% 15% 15% 15%
22 Vydon Acres 0% 0% 100% 100%
23 Canada Hydro Components 0% 100% 100% 100%
24 N/A 0% 0% 0% 0%
25 Whitten 0% 0% 100% 100%
26 Loblaws 0% 0% 50% 100%
27 OP CHANGE TO RES! 0% 10% 100% 100%
28 Unknown (OPG?) 0% 0% 0% 0%
29 Rockcliffe Cove - 132 condos 0% 20% 80% 100%
30 Girotti 0% 0% 50% 100%
31 Kimmel 0% 0% 50% 100%
32 Loblaws 0% 0% 50% 100%
33 McEwan 90% 10% 10% 10%
34 Plaintree - parking area 0% 0% 0% 0%
35 Smith 60% 40% 40% 40%
36 Aff. Housing Meehan/Hugh 0% 100% 100% 100%
37 White Lake Road/Bev Shaw Parkway 0% 50% 75% 100%
Residential Industrial Commercial
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Population Projections
6-4
5,000
6,000
7,000
8,000
9,000
10,000
11,000
12,000
13,000
14,000
1981 1986 1991 1996 2001 2006 2011 2016 2021 2026 2031
Po
pu
lato
in (
pe
rso
ns
)
Year
Town of Arnprior Population Projections
Actual Population Official Plan-Low Official Plan-Med
Official Plan-High 2012 Master Plan
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Diurnal Patterns
7-1
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0 12 24 36 48 60 72
Ho
url
y D
em
an
d M
ult
iplie
r
Time (hours)
Potable Water Model Diurnal Patterns - 72 hrs
AVDY MXDY
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Potable Water Treatment Req’d
9-1
80
90
100
110
120
130
140
2011 2013 2015 2017 2019 2021 2023 2025 2027 2029 2031
Flo
w (
L/s
)
Equivalent Population (Persons)
Potable Water Treatment Requirements
MXDY Required Plant Capacity Avail./PTTW Expansion Required
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title High Lift Pumping Req’d
9-2
200
220
240
260
280
300
320
340
360
380
2011 2013 2015 2017 2019 2021 2023 2025 2027 2029 2031
Flo
w (
L/s)
Years
Potable Water High Lift Pumping Requirements
MXDY+Fire Flow Req 'd High Lift Pumping+Storage Avail. Series3 Series4 Series5
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Potable Water Storage Req’d
9-3
0
1000
2000
3000
4000
5000
6000
7000
8000
2011 2013 2015 2017 2019 2021 2023 2025 2027 2029 2031
Sto
rage
(m
3)
Years
Potable Water Storage Requirements
Storage Req'd Reservoir Storage Elevated Storage Combined Total Storage Available
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Proposed New W/M (dia. in mm)
9-4
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Future All W/M (dia. in mm)
9-5
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title 2016 Available Fire Flows (L/s)
9-6
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title 2021 Available Fire Flows (L/s)
9-7
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title 2031 Available Fire Flows (L/s)
9-8
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Comparison of Fire Flows
9-9
0%
5%
10%
15%
20%
25%
30%
35%
40%
45%
50%
<33.33 33.3-75 75-100 100-125 125-150 >150
% o
f to
tal h
yd
ran
ts
Available Fire Flow (L/s)
Town of Arnprior Available Fire Flow Distribution based on Projected Growth &
Proposed System Upgrades
2011
2016
2021
2031
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sewer – Existing Conditions
9-10
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sewers – 2011 Conditions
9-11
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sewers – 2016 Conditions
9-12
Gravity Sewer
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sewers – 2021 Conditions
9-13
Gravity Sewer
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Sewers – 2031 Conditions
9-14
Gravity Sewer
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Wastewater Treatment Req’d
9-15
6,000
7,000
8,000
9,000
10,000
11,000
12,000
2011 2013 2015 2017 2019 2021 2023 2025 2027 2029 2031
Wa
ste
wate
r T
reatm
en
t (A
DF
(m3/d
))
Time (Years)
Wastewater Treatment Requirements - Average Daily flow (ADF)
Average Daily Flow Projection (ESR - 882Lpcd) Average Daily Flow Projection (Historical - 828 Lpcd)
Target Projection (762Lpcd) Rated Plant Capacity (ADF)
Additional Treatment Req'd (a) Additional Treatment Req'd (b)
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Watermain Costing
10-1
300 400 600
Daniel 1 (Havey to Charles) 564 $563,830
Havey (WTP to Daniel) 451 $677,100
$1,240,930
2021 Daniel 2 (Charles to Staye Court) 616 $615,530 $615,530
$615,530
Staye Court (Daniel to Hwy 17) 519 $519,110
Victoria (John to Elgin) 669 $501,998
Elgin (Victoria to Norma) 344 $257,873
Norma (Elgin to Caruso) 422 $316,763
Caruso (Norma to Ida) 80 $48,240 $48,240
White Lake/Vandusen (see Figure) 1920 $1,152,108 $1,152,108
$2,796,091
Total: $4,652,551
Year Ind. Proj. Total Group TotalName of Street/Project
Length of pipe (m)
Pipe Diameter (mm)
$1,240,9302016
2031
$1,595,743
Town of ArnpriorWater and Wastewater Master Plan
Figure No.
Title Wastewater Costing
10-2
Year Area Wastewater Infrastructure Description Ind. Proj. Total Group Total
5
575m of 300mm diameter sewer (on privately owned land)
to connect into the existing 300mm diameter sewer located
along Frieday Street
$345,000 $345,000
8
150m of 375mm diameter sewer along Madawaska Blvd to
existing 600mm diameter existing sewer at the corner of
Madawaska Boulevard and DeCosta Street
$112,500 $112,500
$457,500
$323,947
$283,870
$59,940
$88,800
3Increase of the pump station capacity noted above in 2021
from 8 L/s to 15 L/s$74,264 $74,264
$506,874
Total: $1,288,320
New 10L/s pump station and approximately 670m of
100mm diameter forcemain (270 on privately owned land &
400m on new road alignment or White Lake Rd) tied into the
existing 400mm diameter trunk sewer located along
Vanjumar Drive
$323,947
$432,6101
2031
2021 3
New 8.3L/s pump station and approximately 100m of
100mm diameter forcemain (both on privately owned land)
tied into the existing 400mm diameter trunk sewer located
along Baskin Drive East
$323,947
2016
APPENDIX A Stakeholder and Public Consultation
Notice of Commencement Distribution List The Notice of Commencement emailed on March 15, 2012 to all persons listed below (Cheryl Gallant was emailed on March 21, 2012) FEDERAL GOVERNMENT DEPARTMENTS AND AGENCIES
Fisheries and Oceans Canada Attention: Stu Niven
Senior Biologist
Eastern Ontario District
401 King Street West
P.O. Box 1000 Prescott, ON
K0E 1T0 613-925-2865 ext. 111 Fax: (613) 925-2245 Email: [email protected]
PROVINCIAL GOVERNMENT DEPARTMENTS AND AGENCIES Ministry of Environment Attention: Vicki Mitchell Environmental Assessment Coordinator Ministry of Environment Eastern Region 1259 Gardiners Road, Unit 3 Kingston, Ontario, K7P 3J6 Tel 613-540-6852
[email protected] Attention: Steve Burns District Manager Ministry of the Environment Ottawa District Eastern Region 2430 Don Reid Drive Ottawa ON K1H 1E1 613-521-3450 [email protected] cc: Charles Goulet, District Engineer [email protected] Ministry of Natural Resources Attention: Joanna Gaweda
District Planner
Ministry of Natural Resources
31 Riverside Drive
Pembroke, Ontario K8A 8R6
613-732-5522
Ministry of Municipal Affairs and Housing Attention: Stephen Seller
Ministry of Municipal Affairs and Housing
Easter Municipal Services Office
8 Estate Lane
Kingston, ON
K7M 9A8
[email protected] 1-800-267-9438 ext. 128 Note: will circulate to land use planners Ministry of Transportation Attention: Alain Nadeau 347 Preston Street, 4th Floor Ottawa, Ontario K1S 3J4 General 613-745-6841 Direct 613-742-5322 [email protected] Ministry of Aboriginal Affairs Attention; Shelley Dumouchel Ministry of Aboriginal Affairs 31 Riverside Drive Pembroke, Ontario K8A 8R6 613-732-8081 [email protected]
MEMBERS OF FEDERAL & PROVINCIAL PARLIAMENT (Renfrew Nipissing Pembroke) Attention: Cheryl Gallant, M.P. Constituency Office 84 Isabella St. Pembroke, Ontario K8A 5S5 Tel: 613-732-4404 Fax: 61-732-4697 [email protected] Attention: John Yakabuskie, M.P.P. The Victoria Center 84 Isabella Street Pembroke, Ontario K8A 5S5 [email protected]
MUNICIPAL / COUNTY GOVERNMENT DEPARTMENTS AND AGENCIES County of Renfrew Attention: Mr. Dave Darch Director of Public Works and Engineering County of Renfrew 9 International Drive Pembroke, ON. K8A 6W5 [email protected] Attention: Steven Boland Manager of Operations County of Renfrew 9 International Drive Pembroke, ON K8A 6W5 Phone: (613) 732-4353 Toll Free 1-800-273-0183 Fax: (613) 732-0087 [email protected] County Health Unit Attention: Dr. Michael Corriveau Medical Officer of Health Renfrew County and District Health Unit 7 International Drive Pembroke, ON K8A 6W5 613-735-8650 Ext. 503 [email protected]
Town of Arnprior Attention: Jacquie Farrow-Lawrence Town Clerk Town of Arnprior 105 Elgin Street West Arnprior ON. K7S 0A8 [email protected]
Attention: Mr. John Okum, Fire Chief Arnprior Fire Department 67A Meehan Street Arnprior, ON. K7S 2B7 [email protected]
Township of McNab/Braeside Attention: Noreen Mellema CAO/Clerk 2508 Russett Drive R.R. #2 Arnprior, Ontario K7S 3G8 Toll free 1-800-957-4621 Direct 613-623-5756 ext. 222 [email protected] ABORIGINAL ENGAGEMENT Attention: Janet Stavinga Executive Director Algonquins of Ontario 31 Riverside Drive Pembroke, Ontario K8A 8R6 613-735-3759 [email protected] Attention: James W. Wagar Supervisor Lands, Resources and Consultation Métis Nation of Ontario 75 Sherbourne St., Suite 311 Toronto, Ontario M5A 2P9 Toll free: 888-466-6684 Direct: 416.977.9881 ext.107 [email protected]
TOWN OF ARNPRIORWATER & WASTEWATER
MASTER PLAN
NOTICE OF STUDY COMMENCEMENT
THE TOWN OF ARNPRIOR is studying the capital and operating needs of their water and wastewater infrastructure in order to meet existing regulations and to service planned growth in the Town of Arnprior for the next 20 years. This study is being conducted in accordance with the requirements of Phases 1 and 2 of the Municipal Class Environmental Assessment, which is an approved process under the Environmental Assessment Act. Phase 1 involves identification of the problem or opportunity. Phase 2 identifies alternative solutions. The study area is shown on the figure shown below.
PUBLIC CONSULTATION will be completed prior to finalizing the Master Plan. A notice will be published in this newspaper with details of the consultation event. This will provide the public with an opportunity to review the Water and Waste-water Master Plan.
INQUIRIES can be submitted in writing by mail, fax, or email to:
John Steckly, A.Sc.T.Town of Arnprior105 Elgin Street WestArnprior, ON K7S 0A8Fax: 613.623.9960Email: [email protected]
Kevin Alemany, P.EngStantec Consulting Ltd.1505 Laperriere AvenueOttawa, ON K1Z 7T1Fax: 613.722.2799Email: [email protected]
or
Water & Wastewater Master Plan Study Area R001
1315
749-
0315
0117.R0011866620
Interested individuals and parties are invited to attend a Public Information Centre (PIC) between 6:00pm and 8:00pm on January 29th, 2013 at the Arnprior Public Library located at 21 Madawaska Street, Arnprior ON. The purpose of the PIC is for the Town to present the current findings of a Water and Wastewater Infrastructure Master Plan study and to solicit public input.
BackgroundThe Town of Arnprior retained Stantec Consulting Ltd. to prepare an Infrastructure Master Plan to determine water and wastewater infrastructure needs to accommodate short-term (2016), midterm (2021) and long-term (2031) municipal services and infrastructure requirements. The Water and Wastewater Infrastructure Master Plan will serve as a guiding document to support operational and capital improvements to the water and wastewater systems. It will also serve to meet existing regulations along with future capacity requirements of existing services and planned growth within the Town of Arnprior.
The Infrastructure Master Plan includes a hydraulic assessment of the potable water distribution system (watermain, pumps, storage and treatment) and the sanitary sewer collection system (sewers, pumps, treatment). Growth projections and potential development areas were included in the overall assessment of future infrastructure needs. Problems and opportunities were identified and alternative solutions considered. A servicing plan to meet the future needs was developed through optimizing the performance of existing infrastructure and planned phasing of future infrastructure.
Municipal Class Environmental AssessmentThis Infrastructure Master Plan study is being conducted in accordance with the requirements of Phases 1 and 2 of the Municipal Class Environmental Assessment, which is an approved process under the Environmental Assessment Act. Phase 1 involved identification of the problem or opportunity whereas Phase 2 identifies alternative solutions.
Following the PIC, copies of the Infrastructure Master Plan will be posted to the Town’s website and available for review at the Town Hall. As part of the EA process, the public will be invited to provide input to the project team. Comments from the public will be accepted within 30 calendar days following the Public Meeting date.
To provide input into the planning process or for more information, please contact:
John Steckly, A.Sc.T.Town of Arnprior105 Elgin Street WestArnprior, ON K7S 0A8Phone: 613.623.4231Fax: 613.623.9960Email: [email protected]
NOTICE OF PUBLIC MEETING
Municipal Class Environmental AssessmentTown of Arnprior Water and Wastewater
Infrastructure Master Plan
Kevin Alemany, P.EngStantec Consulting Ltd.1505 Laperriere AvenueOttawa, ON K1Z 7T1Phone: 613.724.4091Fax: 613.722.2799Email: [email protected]
APPENDIX B Sanitary Sewer Flow Monitoring and
Model Calibration Report
Flow Monitoring and Calibration Report
May 2, 2013
Sign-off Sheet
This document entitled Flow Monitoring and Calibration Report was prepared by Stantec Consulting Ltd. for the account of Town of Arnprior. 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)
Marc Telmosse
Reviewed by (signature)
Kevin Alemany
FLOW MONITORING AND CALIBRATION REPORT
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Table of Contents
1.0 SANITARY SEWER FLOW MONITORING PROGRAM ................................................... 1.1 1.1 METHOD .......................................................................................................................... 1.2 1.2 FLOW MONITORING SITE DETAILS ............................................................................... 1.2
1.2.1 Site 1 – Claude Street at Elgin Street East ......................................................... 1.2 1.2.2 Site 2 – John Street North at Burwash Street ..................................................... 1.3 1.2.3 Site 3 – Victoria Street (between John Street and Albert Street) ......................... 1.4 1.2.4 Site 4 – Albert Street at Victoria St. .................................................................... 1.5 1.2.5 Site 5 – Pump Station #3 Outflow ....................................................................... 1.6
1.3 RAINFALL DATA .............................................................................................................. 1.7 1.4 RESULTS AND ANALYSIS ............................................................................................... 1.7
1.4.1 Groundwater Inflow/Infiltration (GWI) .................................................................. 1.9 1.4.2 Rainfall Derived Inflow/Infiltration (RDII) ........................................................... 1.10 1.4.3 Residential Generation ..................................................................................... 1.10
2.0 MODEL CALIBRATION AND FLOW PARAMETERS ...................................................... 2.1 2.1 DRY WEATHER FLOW MODEL CALIBRATION .............................................................. 2.1
2.1.1 Dry Weather Flow Calibration Results ................................................................ 2.2 2.2 WET WEATHER FLOW CALIBRATION ........................................................................... 2.5
2.2.1 Wet Weather Flow Calibration Results ............................................................... 2.7
3.0 DISCUSSION .................................................................................................................... 3.1 3.1 FLOW MONITORING PROGRAM .................................................................................... 3.1
3.1.1 Data Completeness ............................................................................................ 3.1 3.2 MODEL CALIBRATION .................................................................................................... 3.1
4.0 REFERENCES ................................................................................................................. 4.1 List of Figures
Figure 1.1. Monitoring Sites ..................................................................................................... 1.1 Figure 1.2. Site 1 Details: Claude Street at Elgin Street East ................................................... 1.2 Figure 1.3. Site 2 Details: John Street North at Burwash Street ............................................... 1.3 Figure 1.4. Site 3 Details: Victoria Street (between John Street and Albert Street) ................... 1.4 Figure 1.5. Site 4 Details: Albert Street at Victoria Street ......................................................... 1.5 Figure 1.6. Site 5 Details: Pump Station #3 Outflow ................................................................. 1.6 Figure 1.7. Sanitary Flow Characteristics ................................................................................. 1.8 Figure 2.1. Residential Diurnal Pattern ..................................................................................... 2.2 Figure 2.2. Peak Dry Weather Flow Comparison. .................................................................... 2.4 Figure 2.3. Average Dry Weather Flow Comparison. ............................................................... 2.4 Figure 2.4. Dry Weather Volume Comparison. ......................................................................... 2.5 Figure 2.5. RTK Parameter Definition ...................................................................................... 2.6 Figure 2.6. Peak Wet Weather Flow Comparison (All Events) .................................................. 2.9 Figure 2.7. Wet Weather Volume Comparison (All Events) ................................................... 2.10
FLOW MONITORING AND CALIBRATION REPORT
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List of Tables
Table 1.1. Site 1 Activities ........................................................................................................ 1.3 Table 1.2. Site 2 Activities ........................................................................................................ 1.3 Table 1.3. Site 3 Activities ........................................................................................................ 1.4 Table 1.4. Site 4 Activities ........................................................................................................ 1.5 Table 1.5: Site 5 Activities ........................................................................................................ 1.6 Table 1.6. Rainfall Events ........................................................................................................ 1.7 Table 1.7. GWI Rates ............................................................................................................... 1.9 Table 1.8. Peak RDII Rates...................................................................................................... 1.9 Table 1.9. Residential Generation ............................................................................................ 1.9 Table 2.1. Dry Weather Flow Generation Components (Monitored) ......................................... 2.1 Table 2.2. Calibrated GWI Rates.............................................................................................. 2.3 Table 2.3. Peak Dry Weather Flow Calibration. ........................................................................ 2.3 Table 2.4. Average Dry Weather Flow Comparison.................................................................. 2.3 Table 2.5. Dry Weather Volume Comparison. .......................................................................... 2.4 Table 2.6. Monitored RTK Parameters. .................................................................................... 2.6 Table 2.7. Flow Monitoring Program Captured Rainfall Events ................................................ 2.7 Table 2.8. Storm 3 (March 15, 2012) Wet Weather Calibration ................................................ 2.8 Table 2.9. Storm 5 (March 28, 2012) Wet Weather Calibration ................................................ 2.8 Table 2.10. Storm 7 (April 9, 2012) Wet Weather Calibration ................................................... 2.8 Table 2.11. Storm 9 (April 23, 2012) Wet Weather Calibration ................................................. 2.9 Appendix A Monthly Data Plots
FLOW MONITORING AND CALIBRATION REPORT Sanitary Sewer Flow Monitoring Program April 22, 2013
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1.0 Sanitary Sewer Flow Monitoring Program
The goal of the monitoring program was to establish representative flow characteristics for the Town of Arnprior. These flow characteristics were used to generate dynamic flow characteristics and ultimately calibrate the sanitary hydraulic model that supports the 2012 Master Plan.
The monitoring program was implemented between February 15 and April 26, 2012 and was comprised of five (5) monitoring sites, as shown in Figure 1.1.
Figure 1.1. Monitoring Sites
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1.1 METHOD
The monitoring sites were visited on a bi-weekly schedule for maintenance and data retrieval. Site activity forms were completed during each site visit and are provided on the attached DVD. The following equipment was used for the program:
• SIGMA depth-velocity meters (model 910) • Hand held velocity meter (Marsh-McBirney Flo-Mate Model 2000)
The continuity equation provides the flow based on the product of the velocity and flow area and was used to establish the monitored flows for the program.
1.2 FLOW MONITORING SITE DETAILS
1.2.1 Site 1 – Claude Street at Elgin Street East
Site 1 is located in the manhole at the intersection of Claude St. and Elgin St. East and is the inflow MH to Pumping Station No.1. The sewer appears to be made of clay, is smooth and 410mm in diameter. A photo of its location, configuration and the installed probe is provided in Figure 1.2. Site activities are summarized in Table 1.1.
Figure 1.2. Site 1 Details: Claude Street at Elgin Street East
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Table 1.1. Site 1 Activities
Start Date End Date
February 15, 2012 (installation) April 25, 2012 (removal)
1.2.2 Site 2 – John Street North at Burwash Street
Site 2 is located in the first manhole south of Victoria Street along John Street North, at the intersection of Burwash Street. The sewer appears to be made of a “plastic spiral type design” and is 730mm in diameter. A photo of its location, and the installed probe as well as a sketch of its configuration is provided in Figure 1.3. Site activities are summarized in Table 1.2.
Figure 1.3. Site 2 Details: John Street North at Burwash Street
Table 1.2. Site 2 Activities
Start Date End Date
February 15, 2012 (installation) March 26, 2012 (logger malfunctioning)
April 3, 2012 (replaced malfunctioning logger) April 25, 2012 (removal)
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1.2.3 Site 3 – Victoria Street (between John Street and Albert Street)
Site 3 is located in the first manhole east of John Street North along Victoria Street just of the shoulder in the grass. The sewer is made of concrete and is 750mm in diameter. A photo of its location, and the installed probe as well as a sketch of its configuration is provided in Figure 1.4. Site 3 Details: Victoria Street (between John Street and Albert Street)Figure 1.4. Site activities are summarized in Table 1.3.
Figure 1.4. Site 3 Details: Victoria Street (between John Street and Albert Street)
Table 1.3. Site 3 Activities
Start Date End Date
February 15, 2012 (installation) April 25, 2012 (removal)
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1.2.4 Site 4 – Albert Street at Victoria St.
Site 4 is located in the first manhole downstream of Site 3 and is situated in the green space south of the intersection of Victoria Street and Albert Street. The sewer is made of concrete and is 600mm in diameter. A photo of its location, and a sketch of its configuration, is provided in Figure 1.5. Site activities are summarized in Table 1.4.
Figure 1.5. Site 4 Details: Albert Street at Victoria Street
Table 1.4. Site 4 Activities
Start Date End Date
February 15, 2012 (installed) March 26, 2012 (logger malfunction) (logger unable to collect velocity and flow data however still logging level)
April 3, 2012 (attempted repair, unsuccessful) April 25, 2012 (removal)
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1.2.5 Site 5 – Pump Station #3 Outflow
Site 5 is located at the Wastewater Treatment Plant (WWTP) and measures the outflow from pump station #3. It consists of a data logger which has been tied into an existing monitor located on the interior south wall of the building. An aerial photo of the existing WWTP as well as a photo of the installed data logger is provided on Figure 1.6. Site activities are summarized in Table 1.5.
Figure 1.6. Site 5 Details: Pump Station #3 Outflow
Table 1.5: Site 5 Activities
Start Date End Date
February 15, 2012 (installed) February 27, 2012 (logger reverted to mille amps)
March 12, 2012 (reprogramed logger to L/s) April 25, 2012 (removal)
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1.3 RAINFALL DATA
A tipping bucket and data logger installed at the wastewater treatment plant recorded rainfall for the duration of the monitoring period and recorded rainfall depth every 5 minutes. This data was used along with the site flow records to establish the ground water infiltration (GWI), the rainfall induced I/I (RDII), and the total wet weather induced I/I rates.
Rainfall events were identified based on a minimum recorded depth of 2mm over a 24 hour period, with an inter-event duration of 48 hours. A summary of the major rainfall events observed is provided in Table 1.6.
Table 1.6. Rainfall Events
Start End Duration (HH:MM)
Total Rain (mm)
Peak Intensity (mm/hr)
storm1 3/10/2012 9:55 3/10/2012 10:55 1:00 3 0.8
storm2 3/13/2012 2:50 3/13/2012 4:10 1:20 2.8 1.4
storm3 3/15/2012 20:15 3/16/2012 8:30 12:15 12.6 0.8
storm4 3/24/2012 19:15 3/25/2012 17:20 22:05 3.4 0.4
storm5 3/28/2012 8:50 3/29/2012 1:10 16:20 4.6 2.2
storm6 4/1/2012 9:00 4/2/2012 13:40 28:40 2.4 0.2
storm7 4/9/2012 16:15 4/11/2012 1:00 32:45 8.6 0.8
storm8 4/21/2012 0:25 4/21/2012 7:35 7:10 6.8 0.4
storm9 4/23/2012 4:00 4/25/2012 1:35 45:35 18.8 0.6
1.4 RESULTS AND ANALYSIS
Observed flows in a sanitary collection system can generally be separated into several contributing sources:
• Residential Generation • Ground water infiltration (GWI) • Industrial/Institutional/Commercial (ICI) Generation • Rainfall Induced I/I (RDII)
Graphically, these sources relate to each other as shown in Figure 1.7 (Telmosse, 2011).
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Figure 1.7. Sanitary Flow Characteristics
The data from the flow monitoring program was assessed using the Stantec Flow Monitoring Management and Assessment Program (SFM). The SFM tool uses the Stevens-Schutzbach method to calculate the GWI component as follows:
𝐺𝑊𝐼 = 0.4×𝑀𝐷𝐹
1−�0.6×�𝑀𝐷𝐹𝐴𝐷𝐹�
𝑀𝐷𝐹 0.7� (1)
where MDF is the Minimum Dry Weather Flow & ADF is the Average Dry Weather Flow.
The Stevens-Schutzbach method is an empirical equation designed to make the best estimate of GWI (Mitchell et al., 2007).
The per capita residential generation, GWI and RDII rates were also established. These flow characteristics were calculated using the monitored flows and the contributing areas and populations based on the Town of Arnprior 2011 Census findings, as shown in Table 1.7, Table 1.8, and Table 1.9.
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Table 1.7. GWI Rates
Location System Type Average GWI Flow
(L/s) Upstream Area
(ha) Average GWI Flow
(L/ha/s)
Site 1 100% Combined 0.95 6.12 0.16
Site 2 50% Combined 50% Separated
14.1 59.1 0.24
Site 3 40% Combined 60% Separated
11.5 87.6 0.13
Site 4 15% Combined 85% Separated
11.9 216 0.06
Site 5 100% Separated 8.04 115 0.07
Table 1.8. Peak RDII Rates
Location Event Peak RDII Flow (L/s)
Contributing Area (ha)
Peak RDII Flow/Area
(L/ha/s)
Peak GWI + Peak RDII Flow/Area
(L/ha/s)
Site 1 Storm 9 15.1 6.12 2.22 2.38
Site 2 Storm 3 85.7 59.1 1.45 1.69
Site 3 Storm 3 96.2 87.6 1.10 1.23
Site 4 Storm 3 73.7 216 0.34 0.40
Site 5 Storm 3 51.9 115 0.45 0.52
Table 1.9. Residential Generation
Location Contributing Population
Average Residential Flow (L/s)
Peak Residential Flow (L/s)
Per Capita Generation (L/c/d)
Site 1 208 0.36 0.56 147
Site 2 1430 4.55 6.11 246
Site 3 2239 12.0 15.8 439
Site 4 4463 8.56 12.1 118
Site 5 1370 5.25 7.60 222
Average 235
1.4.1 Groundwater Inflow/Infiltration (GWI)
As shown in Table 1.7, the average GWI rates determined for the monitoring program ranged from 0.06 L/ha/s to 0.24 L/ha/s. The monitored locations that were in separated areas both fall within the MOE design guideline recommended range of 0.05-0.08 L/ha/s. The other 3 sites were in areas comprised of an important amount of combined sewers and saw higher baseflow rates.
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1.4.2 Rainfall Derived Inflow/Infiltration (RDII)
The Peak RDII flow per area rates established ranged between 0.34 L/ha/s and 0.45 L/ha/s for separated areas, and 1.10 L/ha/s and 2.22 L/ha/s for combined areas (see Table 1.8). Adding the GWI and RDII rates provide the range of separated and combined area peak I/I responses that were monitored.
The monitored rates were higher than the MOE design guideline recommended rate of 0.20L/ha/s and suggests that the separated sewers received above average RDII flows.
Stantec has seen combined RDII rates upwards of 2.00 L/ha/s through prior project experience. The monitored combined area RDII rate was approximately 10% higher.
Stantec’s experience has been that the RDII rate varies based on location, age of sewers, time of year, and event magnitude. The flow monitoring program began in mid-February and was successful in capturing the spring melt. There were also above average temperatures that occurred in the month of March during this program; as such, the peak RDII rates represent the combination of a rainfall and spring-melt event.
1.4.3 Residential Generation
Stantec observed per capita based residential flow generation rates in the range of 118 L/c/d to 439 L/c/d, with an average rate of 235 L/c/d (see Table 1.9). We believe that the range and average rates observed are reasonable and representative.
FLOW MONITORING AND CALIBRATION REPORT Model Calibration and Flow Parameters April 22, 2013
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2.0 Model Calibration and Flow Parameters
The calibration of the model is based on developing flow generation parameters that adequately replicate the actual dry and wet weather flow conditions seen in the Town of Arnprior. The calibration process was completed based on a comparison of the monitored and modeled flows.
2.1 DRY WEATHER FLOW MODEL CALIBRATION
Dry weather flow considers three distinct flow generation components, as shown in Figure 1.7.
An average wastewater flow made up of: • Residential generation and pattern • Institutional, commercial, and industrial (ICI) generation • Dry weather groundwater infiltration (GWI)
Stantec used its own Sewer Flow Management (SFM) software to determine these rates, and these are shown in Table 2.1. The SFM tool was also used to establish a diurnal flow pattern that was applied throughout the model to residential generation flows (refer to Figure 2.1)
Table 2.1. Dry Weather Flow Generation Components (Monitored)
Dry Weather Flow Component Rate
Residential Generation 237 L/c/d
ICI Generation 3000 L/ha/d
GWI1
FM01 0.20 L/ha/s
FM02 0.88 L/ha/s
FM03 0.50 L/ha/s
FM04 0.25 L/ha/s
FM05 0.43 L/ha/s
Average 0.45 L/ha/s 1These GWI rates are for effective areas (i.e. a 20m buffer area surrounding all sewers within individual sewer catchments)
ICI generation rates can vary significantly depending on the use of the property. It is our experience that these rates tend to be lower than those recommended in Municipal or Ministry of the Environment (MOE) Design Guidelines.
The Town of Arnprior also indicated that the Nylene Canada plant consumes approximately 1000 m3/d (11.6 L/s) and the inflow for this industry was adjusted accordingly. The residential diurnal pattern is shown below in Figure 2.1.
FLOW MONITORING AND CALIBRATION REPORT Model Calibration and Flow Parameters April 22, 2013
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Figure 2.1. Residential Diurnal Pattern
2.1.1 Dry Weather Flow Calibration Results
The model was run under dry weather conditions and the modeled results were compared to the monitored flows. The GWI rates were adjusted upstream of monitored locations, as shown in
Table 2.2, as required to get an acceptable fit.
0.00.20.40.60.81.01.21.41.61.82.0
0 4 8 12 16 20 24
Peak
Fac
tor
Time (hrs)
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Table 2.3, Table 2.4, and Table 2.5 provide summaries of the comparisons of peak and average dry weather flow. These results are provided graphically in Figure 2.2, Figure 2.3, and Figure 2.4.
Table 2.2. Calibrated GWI Rates.
Location Monitored Rate (L/ha/s) Calibrated Rate (L/ha/s)
FM01 0.20 0.61
FM02 0.88 2.5
FM03 0.50 1.4
FM04 0.25 0.71
FM05 0.43 2.5
Table 2.3. Peak Dry Weather Flow Calibration.
Location Peak Dry Weather Flow (L/s) Relative
Difference Monitored Modeled
FM01 2.30 1.03 55%
FM02 29 19 36%
FM03 40 25 38%
FM04 57 33 42%
FM05 38 34 9%
Table 2.4. Average Dry Weather Flow Comparison.
Location Average Dry Weather Flow (L/s) Relative
Difference Monitored Modeled
FM01 0.90 0.91 2%
FM02 19 17 8%
FM03 22 23 3%
FM04 21 24 12%
FM05 24 24 1%
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Table 2.5. Dry Weather Volume Comparison.
Location Volume (m3) Relative
Difference Monitored Modeled
FM01 385 391 2%
FM02 8,203 7,444 9%
FM03 9,637 9,962 3%
FM04 9,014 10,111 12%
FM05 10,272 10,338 1%
Figure 2.2. Peak Dry Weather Flow Comparison.
Figure 2.3. Average Dry Weather Flow Comparison.
0
10
20
30
40
50
60
0 10 20 30 40 50 60
Mod
eled
Flo
ws
(L/s
)
Monitored Flows (L/s)
0
5
10
15
20
25
30
0 5 10 15 20 25 30
Mod
eled
Flo
ws
(L/s
)
Monitored Flows (L/s)
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Figure 2.4. Dry Weather Volume Comparison.
2.2 WET WEATHER FLOW CALIBRATION
Wet weather responses in sanitary sewers are a result of rainfall induced inflow and infiltration (RDII). RDII can be further divided into direct inflow and infiltration. Direct inflow occurs as a result of direct connections to the sanitary sewer system; examples of such connections include foundation drains, roof leaders, and sump pump connections. Infiltration induced by rainfall occurs when the soil around the sewer is saturated and cracks, leaks, and/or displaced joints, allowing water to enter.
RTK parameters are established by subtracting the dry weather flow from the wet weather response and establishing the I/I response parameters unique to the catchment. RTK parameters can be defined as:
R – Portion of rainfall that enters the sewer (unitless) T – Time it takes to see a response (hours)
K – Ratio of the time to peak to recession time of the response hydrograph (unitless)
Generally the RDII response hydrograph is broken down into three segments, as shown on Figure 2.5, however it is not necessary to have three sets of parameters.
0
2000
4000
6000
8000
10000
12000
0 2000 4000 6000 8000 10000 12000
Mod
eled
Vol
ume
(m3)
Monitored Volume (m3)
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Figure 2.5. RTK Parameter Definition
The findings of the flow monitoring program and the SFM program were used to generate RTK parameters for the five monitored sites. These RTK parameters were then loaded in the model and the correlation with the various storms and their respective responses in the monitored sewers seen during the monitoring program were compared.
Table 2.6 provides a summary of the RTK parameters applied throughout the model.
Table 2.6. Monitored RTK Parameters.
Location Description R1 T1 K1 R2 T2 K2 R3 T3 K3
FM01 100% Combined 0.15 0.50 2.90 0.43 0.13 70.6
FM02 50% Combined 50% Separated
0.03 0.29 6.69 0.24 1.66 1.36 0.51 1.44 19.38
FM03 40% Combined 60% Separated
0.27 1.44 0.04 0.05 0.42 8.61 0.49 2.42 10.83
FM04 15% Combined 85% Separated
0.25 3.08 5.09 0.36 10.44 21.27
FM05 100% Separated 0.11 0.67 1.28 0.32 3.67 10
Unit
Flow
Time
Initial Inflow Response Moderate Infiltration ResponseExtended Infiltration Response Total I/I Response
Tp1 Tr1
R: Fraction of rainfall that enters sewer
T: Time to peak (Tp)
K: Recession time (Tr) to time to peak (Tp) ratio
FLOW MONITORING AND CALIBRATION REPORT Model Calibration and Flow Parameters April 22, 2013
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2.2.1 Wet Weather Flow Calibration Results
The flow monitoring program saw RDII responses from nine (9) storm events, as shown in Table 2.7. Of these, four (4) were selected for calibration purposes. The rainfall from these events was introduced to the calibrated dry weather flow model and the wet weather responses were compared against those seen during the monitoring program (refer to Table 2.8, Table 2.9, Table 2.10, Table 2.11, Figure 2.6, and Figure 2.7).
Table 2.7. Flow Monitoring Program Captured Rainfall Events
Storm
ID Start End
Duration
(HH:MM)
Total Rain
(mm)
Peak Intensity
(mm/hr)
Return
Period
storm1 3/10/2012
9:55 3/10/2012
10:55 1:00 3 0.8 <3 months
storm2 3/13/2012
2:50 3/13/2012
4:10 1:20 2.8 1.4 <3 months
storm3 3/15/2012
20:15 3/16/2012
8:30 12:15 12.6 0.8 <6 months
storm4 3/24/2012
19:15 3/25/2012
17:20 22:05 3.4 0.4 <3 months
storm5 3/28/2012
8:50 3/29/2012
1:10 16:20 4.6 2.2 <3 months
storm6 4/1/2012
9:00 4/2/2012
13:40 28:40 2.4 0.2 <3 months
storm7 4/9/2012
16:15 4/11/2012
1:00 32:45 8.6 0.8 <6 months
storm8 4/21/2012
0:25 4/21/2012
7:35 7:10 6.8 0.4 <6 months
storm9 4/23/2012
4:00 4/25/2012
1:35 45:35 18.8 0.6 ~1 year
Denotes Rainfall Events Selected for Calibration
FLOW MONITORING AND CALIBRATION REPORT Model Calibration and Flow Parameters April 22, 2013
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Table 2.8. Storm 3 (March 15, 2012) Wet Weather Calibration
Location Peak Wet Weather Flow
(L/s) Relative Difference
Volume (m3) Relative Difference
Monitored Modeled Monitored Modeled
FM01 6.23 4.41 29% 195 169 13%
FM02 102 70 31% 4,748 4,230 11%
FM03 133 101 24% 5,335 5,787 8%
FM04 90 91 1% 4,141 5,398 30%
FM05 80 101 25% 4,564 6,898 51%
Table 2.9. Storm 5 (March 28, 2012) Wet Weather Calibration
Location
Peak Wet Weather Flow (L/s) Relative
Difference
Volume (m3) Relative Difference
Monitored Modeled Monitored Modeled
FM01 2.79 3.69 32% 171 139 19%
FM02 47 44 6% 3,376 2,557 24%
FM03 45 69 55% 2,893 3,510 21%
FM04 35 47 34% 2,067 3,552 72%
FM05 55 54 2% 4,520 3,223 29%
Table 2.10. Storm 7 (April 9, 2012) Wet Weather Calibration
Location
Peak Wet Weather Flow
(L/s) Relative
Difference
Volume (m3) Relative
Difference Monitored Modeled Monitored Modeled
FM01 13.9 3.83 72% 236 216 9%
FM02 48 48 0% 3,822 3,985 4%
FM03 56 72 29% 3,597 5,479 52%
FM04 42 47 12% 2,619 5,530 111%
FM05 56 50 11% 5,759 4,935 14%
FLOW MONITORING AND CALIBRATION REPORT Model Calibration and Flow Parameters April 22, 2013
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Table 2.11. Storm 9 (April 23, 2012) Wet Weather Calibration
Location
Peak Wet Weather Flow
(L/s) Relative
Difference
Volume (m3) Relative
Difference Monitored Modeled Monitored Modeled
FM01 15.1 4.65 69% 566 372 34%
FM02 56 55 2% 5,907 6,789 15%
FM03 73 81 12% 6,814 9,421 38%
FM04 54 65 20% 4,657 9,703 108%
FM05 60 58 3% 9,394 8,175 13%
Figure 2.6. Peak Wet Weather Flow Comparison (All Events)
0
20
40
60
80
100
120
140
0 20 40 60 80 100 120 140
Mod
eled
Flo
ws
(L/s
)
Monitored Flows (L/s)
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Figure 2.7. Wet Weather Volume Comparison (All Events)
0
2000
4000
6000
8000
10000
12000
0 2000 4000 6000 8000 10000 12000
Mod
eled
Vol
ume
(m3)
Monitored Volume (m3)
FLOW MONITORING AND CALIBRATION REPORT Discussion April 22, 2013
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3.0 Discussion
3.1 FLOW MONITORING PROGRAM
The flow monitoring program was successful in providing data that was used to establish flow generation rates for the Town of Arnprior. This data was subsequently used to generate loading rates for the development of the sanitary hydraulic model in support of the Master Plan.
Monitoring site related activity forms and monthly data plots are provided in Appendices A & B. Raw and edited data for all sites are provided on a DVD attached to this report.
3.1.1 Data Completeness
The velocity probe at Site 4 stopped working on March 12. We were able to infer the missing velocity readings based on the correlation of the level and velocity readings obtained prior.
Data for the entire program were recorded for sites 1, 2, 3, and 5.
3.2 MODEL CALIBRATION
The modeled and monitored responses seen during the 2.5 month monitoring program were plotted and compared against each other for both dry and wet weather conditions. Both these calibrations are considered acceptable for both peak flows and total volumes seen during the program. It is important to remember that the largest rainfall event seen during the program corresponds to an approximately 1 year storm and subsequently the model is not calibrated to events beyond this return period. We recommend further monitoring be completed the characterization of the wet weather responses for events larger than those seen during the monitoring period. The model is nonetheless calibrated to more frequent events.
FLOW MONITORING AND CALIBRATION REPORT References April 22, 2013
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4.0 References
Mitchell, P., Stevens, P., Nazaroff, A., (2007) A Comparison of Methods and a Simple Empirical Solution to Quantifying Base Infiltration in Sewers. Water Environ. Fed., Volume 1, Number 6. Telmosse, M. Barton, J. Gainham, C. (2011) Reinstating Harmony in a World of Flow Monitoring Chaos, Proceedings of 40th Annual WEAO Technical Symposium, Toronto, April 10-12, 2011. (WEAO Control No. 2011-60).
FLOW MONITORING AND CALIBRATION REPORT References April 22, 2013
Appendix A Monthly Data Plots
FM-001-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--
(Edited Data)
FM-001-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--
(Edited Data)
FM-001-AApril , 2012 04/01/12 0:00 05/01/12 0:00--
(Edited Data)
FM-002-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--
(Edited Data)
FM-002-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--
(Edited Data)
FM-002-AApril , 2012 04/01/12 0:00 05/01/12 0:00--
(Edited Data)
FM-003-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--
(Edited Data)
FM-003-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--
(Edited Data)
FM-003-AApril , 2012 04/01/12 0:00 05/01/12 0:00--
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FM-004-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--
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FM-004-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--
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FM-004-AApril , 2012 04/01/12 0:00 05/01/12 0:00--
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FM-005-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--
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FM-005-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--
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FM-005-AApril , 2012 04/01/12 0:00 05/01/12 0:00--
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