town of arnprior water and wastewater master...

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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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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

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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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OF ARNPRIO013


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SCOPE OF

nicipal Class on of Masterwater distribth projectionvides a fram

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TEWATER M


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MASTER PL


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ss clearly def. This study

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TOWN OEnvironmeMay 6, 201

2.2 c

A copy oresidentsArnprior

Also incluMembersCommen

2.2.2

The Towprovide aaddition,

2.2.3

A public Library tostaff wereregardingAppendi

2.2.4

A Notice interestefrom the

If concerperson oto complywhich adMinister 3

If there aCompletiMunicipaAppendi

OF ARNPRIOental Assessme13


f this notice s to participaor Stantec C

uded in Apps of the Pubncement as p

Public No

wn of Arnprioaccess to prian electron

Public Me

information o present thee on hand tog key issuesix A.

Notice of

of Completid participantdate of issu

rns arise regor party may y with Part I

ddresses ind30 calendar

are no issuesion, the Towal Class EA pix A in the fi

OR WATERent Master Plan


is provided ate in the plaConsulting Lt

pendix A is alic and Stakepart of the C

otice

r will be posinted copiesic copy of th

eetings

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f Completio

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s identified bwn will be in tprocess. A nal report.

AND WASTnning Process

1634_01094_arnprior

in Appendixanning procetd.

a list of the ieholders tha

Class EA pro

sting a notice of the draft

he document

) was held of the Master ormation to rns for reside

on

ublished in twritten com

project, whict the Ministeronmental Aronmental ashe Notice of

by stakeholdthe position copy of the

TEWATER M


x A of this dess and expr

dentified Reat were contaocess.

e of the draftat the Town

t will be post

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he local newments to the

ch cannot beer of the EnvAssessment ssessments.f Completion

ers within thto file the doNotice of Co

MASTER PL


document. Thress their op

eview Agencacted regard

t report in thn Hall for pubted for review

January 29th

bers of the carties and to

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wspaper withe Town Hall

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TEWATER M


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MASTER PL


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20130614.docx

s including the Madawasiver that flanNopoming orner of the eral creeks ats.

cation of the in low lying

eed to be on locations.

ssibility of his gravity sewgroundwate

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TOWN OExisting CoMay 6, 201

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OF ARNPRIOonditions 13


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Culture &

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OR WATER


m the 2011 feage.

olds

a total of 3,64since 2006. sehold, sligh

& Heritage

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water and wustrial sites sviced with m

AND WAST

1634_01094_arnprior

ederal censu

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ounty-wide ‘bf commerceource www.a

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TEWATER M


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at significanto be conserve Town. A kesure that futucultural and

cluding withinEuro-Canadia

certain inframent processassessment t

ent’s statemmic environm

th major muerospace In

Technology Cresque propesmall and mbuy local’ ca and downtoarnpriorecon

servicing mahe economicter and wast

MASTER PL


Figure 3-1

orted in the f occupants persons per h

t cultural heved and therey objective ure infrastruc heritage sig

n the limits oan settlemen

astructure prs. Any projecto be comple

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shows the d

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ll be to ensuent growth wvices.

master_plan_ka20130

demographic

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Year

2011 2010 2009 2008 2007

*A higher 2

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OF ARNPRIOydraulic Condit013


Official P

9 Town of Ato be used bfficial Plan is

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EXISTING

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Water Fil

s to the townater (PTTW) 120L/s) to m

P treatment cl. Table 3-1

he highest m/d or 67% of

Cof(m3/d) 10,340 7,300 7,300 7,300 7,300

2010 MXDY va

d that there er month. Ahe system caen during we

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Plan

rnprior Officby the Town s normally un

s out the popred to suppoWWMP is p

POTABLE

vided througrom the Madged to a piperibution netwncy flows. Te detail.

tration Plan

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capacity is rprovides theaximum dai

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fA (L/s) 120 84 84 84 84

alue noted in an

is a single inveraged oveapacity. How

eekdays and

AND WASTent


ial Plan Revof Arnprior t

ndertaken ev

pulation growort the projecrepared with

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ghout the Towdawaska Rive network thwork, an elevThe following

nt & Deman

ration plant wadawaska Rant’s capacity

rated at 10,3e historical aly flow rate fle treatment

e 3-1: Histo

AVD(m3/d) 5758 5309 4484 4885 4958

nnual report wa

ndustrial useer a daily bawever, witho/or during da

TEWATER M


view sets outto guide devvery five yea

wth projectiocted growth ah considerat

SYSTEM

wn through ver, treated through high vated storag

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nds

were compleRiver was rev

y. This new

340m3/day (1average and for the previo capacity.

orical Syste

DY (L/s) 67 61 52 57 57

as due to a maj

er in the Towsis, it is app

out restrictionaylight hours

MASTER PL


t the policiesvelopment unars in accord

ons for the Tand designation given to

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eted in 2011vised on Oct

w permit is va

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s and land until the year dance with th

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the 2011 Cedaily treated ars occurred

s

DY P(L/s) 78 79 80 78 75

break and not i

s a reported 11.5L/s or apof use (i.e. if ct on both th

20130614.docx

use designat2031. Revihe Planning

prior and theat are to be ves of the Of

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n’s Permit to 2012 to 10,3tober 23rd, 2

ertificate of flows of thein 2009 and

PKHR (MXD(m3/d) 10,116 10,287 10,415 10,121 9,770

included.

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3.3

ions ew Act.

e

fficial

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ation ng, ble

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3.3.2

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Pump 1

Pump 2

Pump 3

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3.3.3

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Table 3-3emphasizestimatedlabour, efor all pipthe costs



ter system cater usage pn the Town’s

High Lift/

prior Water F, and the rem pump is co

ain setpoint. -2 provide returer have bing pumping

pump out)

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prior water dmeters ranginr pipe (41% oer, 400mm dElevated Sto250mm, 200dispersed th

3 shows theze the cost od assuming

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OR WATER


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Table 3

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1

3

2

ion Pipe Ne

istribution nng from 19mof all pipes),diameter tranorage Tank a0mm, and 15roughout the

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AND WAST

1634_01094_arnprior

ficant. It is rethis consum

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umps

ant currently as standbysperate whent that the ele

should the len the analysisf the Arnprio

3-2: Rated H

ted Flow m3/d) 0,800

0,800

0,800

32,400

21,600

etwork

etwork curremm to 600mm

mostly situansmission piand along a 50mm diamee system.

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y & allowanc1.8 million. Fdiameters g

TEWATER M


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operates thrs (Standby-1n the water leevated storaead pump fais of this netwr Water Filtra

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12

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25

ently is compm. The netwated in the nipes are locamajor distribeter pipes a

e size withinworth value wt of $2.00/m

ce for unknowFor compari

greater than

MASTER PL


ed that the Todetailed met

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age tank is oil. Pump curwork. Table ration Plant.

mp Capacit

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25

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prised of appwork predomnorthern-cenated betweebution route ct as the ma

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er determininermine the r

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The Ontaprovides protectiodiverse lastorage r



W/M Dia(mm

60

40

30

25

20

15

10

50

35

25

19

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phical data parea varies fr10m south o

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ario Ministry a calculation. In generaand use as trequirement



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ameter m)

W

0

0

0

0

0

0

0

0

5

5

9

als:

Storage Ta

ng and fire srial lands. T

gallons) and mum operatind level, respee Town. Thi

Area Groun

provided by rom a low ofof the Hwy 1.

w Objectives

of Environmn for the siz

al, the MOE fthe populatiois as follows

AND WASTent


ble 3-3: Exis

W/M Length(m)

36

1,254

5,970

8,781

12,785

23,192

3,344

141

159

1,127

101

56,891

ank

torage is prohe existing eis located at

ng elevationsectively. Thes elevated s

d Elevation

the Town shf approximat7. There is a

s

ment Design ing of treateformula accoon increasess:

TEWATER M


sting Waterm

h PercTotal

0

2

10

15

22

40

5

0

0

2

0

10

ovided by anelevated stot a ground es of 141.80mese elevationstorage tank

ns

hows that grotely 74m neaanother high

Guidelines d water storounts for incs. The formu

MASTER PL


main Pipes

cent of l Length

0.1%

2.2%

0.5%

5.4%

2.5%

0.8%

5.9%

0.2%

0.3%

2.0%

0.2%

00.0%

n elevated worage tank haelevation of 1m and 152.5ns were obtais fed by a 4

round elevatar the edge hpoint east o

for Drinking rage for systcreases in firula for deter

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Present V

$4

$1,00

$3,58

$4,39

$5,114

$6,95

$66

$14

$1

$5

$

$21,84

water storageas a maximu104.10m. Thm respectiveained from th400mm diam

ions within tof the Mada

of the elevate

Water Systetems providire flows attrirmining treat

20130614.docx

Value

3,606

2,902

1,749

0,336

4,083

7,734

8,895

4,128

1,149

6,330

3,849

4,760

e tank situatum capacity his tank has ely or 37.7mhe Gallonagmeter waterm

the existing awaska Riveed tower tha

ems (2008) ng fire buted to a mted water

3.5

ed in of

m and e

main.

r to a at is

more


3.6 c

Total Tre W Fire Storexisting s176L/s w

Noreat

Sou

A secondconsidereusing FUappropria The OntaBuilding fire flow fproperty the OFM



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

US guidelinesate when siz

ario Fire MarCode (OBCfor evacuatioprotection fi Method is 1

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Storage Re

ire Storage; qualization Smergency S

ume is determulation of 8,1on of 3 hours

Table 3

ALENT ATION1

1 000

00

00

00

00

00

00

00

000

000

000

000

000

000

determining ththat the area

nt population d

- Ontario Minis

the Fire Undpropriate for s are specifizing local wa

rshall (OFM)) provides a on of personre flow as th

150L/s.

AND WAST

1634_01094_arnprior

quirement =

Storage (25%Storage (25%

mined using114 personss.

-4: MOE Fir

SUGGES

38

64

79

95

110

125

144

159

189

220

250

318

348

378

he fire flow alloccupied by

density to the

stry of Environm

derwriters Suthe sizing oc to actual b

ater distribut

) guidelines third guidel

ns and is conhe FUS is de

TEWATER M


= A + B + C

% of maximu% of (A + B))

g population , the MOE re

re Flow Des

STED FIRE F(L/s)

(10 USG/s)

(17 USG/s)

(21 USG/s)

(25 USG/s)

0 (29 USG/s)

5 (33 USG/s)

4 (38 USG/s)

9 (42 USG/s)

9 (50 USG/s)

0 (58 USG/s)

0 (66 USG/s)

8 (84 USG/s)

8 (92 USG/s)

(100 USG/s)

lowance for cthe commerc

e surrounding

ment Design G

urvey (FUS)of local waterbuilding deveion waterma

for fire flow ine for fire flonsidered a “lesigned for.

MASTER PL


um day dem)

values as shequired fire

sign Objecti

LOW

)

commercial orcial/industrial residential la

Guidelines for D

method of cr distributionelopments aain in new de

which form ow and is delife protectioThe maximu

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ives

DURATIO(HOURS

2

2

2

2

2

2

2

3

3

3

4

5

5

6

r industrial arecomplex be c

ands.

Drinking Water

calculating fn mains. Fireand are consevelopments

part of Part esigned to p

on” fire flow aum fire flow

master_plan_ka20130

e 3-4. For anpolated to be

ON S)

eas, it is considered

Systems 2008

ire flows is e flows calcusidered s.

3 of the Ontprovide sufficand not a required usi

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n e

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tario cient

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This W&Wrequirem

Regardlehydrants restrictioopen/parconsidereFacilitiesadditionasuppleme

3.3.6.1

The Towprovided determinrequire le

MOE firefacilities

For local (particulaprotectionot alwaymethods with low

To be credescribedthrougho

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is a is is a



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ess of the deis depende

ns, watermartially closeded prior to th

s requiring laal measures entary onsite

Fire Flow R

wn of Arnprioas a generaing fire flow evels of serv

e flows are mand not loca

watermain darly for largen as determys achievaband other m

fire flows.

edited by thed above. Th

out the Town

velopments sments. The ris

n and potenon would be

s the developre the pipes

s there an ints the fire depre the local



apply the Mmajor pumpi

esign guidelint on many f

ain capacity ), system de

he developmarger fire flow

such as aute water stora

Requiremen

r does not hal guideline frequiremen

vice different

more appropral watermain

distribution fer communiti

ined by the le due to sys

means such

e FUS, a minis minimum

n of Arnprior.

should be assks of not mtially higher reviewed on

pment in an properly siz

terim measupartment accinsurance ag

AND WASTent


OE design ging, storage

ne objectivefactors inclualong local aemands etc.

ment of land ws than avaitomatic sprinage.

nts Summar

have specificfor the Townts for new dt than those

riately used n.

fire flow reques and citiesFUS calculastem constraas dry hydra

nimum level level is cons

.

sked to provemeeting the fu

insurance cn a case-by-

area of knowzed for futureure in place scepting of thgencies acc

TEWATER M


guideline objand transm

e implementeuding numbeand feeder wHydraulic mto assess anlable in the dnklers, impro

ry

c design guidn to considerevelopmentspresented b

in the desig

uirements, ths) is to striveation methodaints. Measuants/wet pon

of fire flow csidered to be

e that they mull FUS requcosts. Develo-case basis.

wn limitatione conditions such as a dre proposed epting of the

MASTER PL


jectives for tission infras

ed, the actuaer of hydrantwatermains, modeling andnd confirm adistribution soved constru

delines for fir on a case s. The Towbelow.

n of pumpin

he standard e to achieve d. Meeting thures such asnds can be c

capabilities e achievable

meet the FUuirement areopments notItems for th

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the determinstructure.

al fire flow ats, hydrant levalve status

d hydrant tesactual fire flosystem mighuction metho

re flow. Theby case bas

wn reserves t

ng stations a

practice in Ofor the high

he full FUS rs improved cconsidered to

needs to bee at most hy

S building se a lower levet meeting the

he Town to c

ystem is imp

conditions, e

20130614.docx

nation of fire

vailable at ead piping s (i.e. fully sting shouldow availabilitht require ods, or even

following is sis when the right to

nd storage

Ontario hest level of requirementsconstruction o mitigate a

achieved asydrants

pecific fire flel of fire e FUS

consider in e

proved,

etc.

3.7

flow

be ty.

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low

each


3.8 c

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3.4 W

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3.4.1

Accordinsewer co75mm topipes witand trunkby trunk

Table 3-5emphasizestimatedlabour, efor all pip



n instances, ery high flow

entially lead tow flow/demproponents to

lding does n, then the To

ets the OFM

klered buildi3.

WASTEWA

wn of Arnprioand a wastewastewater

Sewer Pi

g to the dataollection netw 900mm. Thth a diametek sewers, whsewers.

5 shows theze the cost od assuming

engineering, pes is approx

OR WATER


the FUS calw requiremento water quaand conditioo supplemen

not meet the own should requiremen

ing is propos

ATER COL

r is compriseewater treatmcollection co

pes

abase develwork currenthis assignmeer of 300mm hile commer

e prevalenceof servicing, a pipe conscontingencyximately $32

AND WAST

1634_01094_arnprior

lculation, dents, if design

ality concernons. In thesent the availa

FUS requirerequest the t.

sed, ask the

LECTION N

ed of a netwment plant. Tomponents.

oped from dtly contains oent was comor larger. Th

rcial and ind

of each pipa present wtruction cost

y & allowanc2 million.

TEWATER M


epending on ned for; this s due to incr

e cases, it mable fire flow

ement and fengineer/de

e engineer/de

NETWORK

work of sanitaThe followin

data providedover 51km o

mpleted as a he town’s coustrial lands

e size withinworth value wt of $2.00/m

ce for unknow

MASTER PL


building typcould resultreased wate

may be more from smalle

falls within theveloper to c

eveloper to c

K

ary and comg sections p

d by the Towof sewer withtrunk level a

ore is services located on

n the collectiwas included/mm (designwn geo cond

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e, size, expot in an overser age in largdesirable fo

er pipes with

he classificatconfirm that t

confirm that

mbined seweprovide an ov

wn, the Arnph diameters assignment aed with a nethe peripher

ion system. d. The presen value includitions). The

master_plan_ka20130

osure, etc. cizing of pipeger pipes unor the Town h on-site stor

tion of Part 3the available

it conforms

ers, pump verview of th

prior sanitaryranging fromand conside

etwork of locary are servic

In order to ent worth valudes materiae combined c

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can es der to rage.

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to

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SAN Diamet

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1

1

1

2

2

2

3

3

3

4

4

5

5

6

6

7

7

9

To

3.4.2

The Towcommunowned st

The 5 acthe cons



Sewer ter (mm)

75

00

25

50

200

225

250

300

350

375

400

450

500

525

600

675

750

762

900

tals:

Sanitary

wn of Arnprioal pump stattations (Cars

ctive commuidered PS’s



T

San SewLength (m

138

289

34

1,701

5,691

4,041

18,163

6,575

1,084

1,213

144

4,834

53

127

5,528

63

441

47

108

50,273

Pump Stati

r is currentlytions, 1 smass Street an

nal sanitary are provided

AND WASTent


Table 3-5: Ex

wer m)

N

3

ions

y serviced byall private stad 2 on Bask

pumping stad in Table 3

TEWATER M


xisting Sew

umber of Pipes

1

5

1

25

94

45

283

95

13

17

3

61

1

2

70

2

10

1

3

732

y 9 sanitary ation at the ckin Drive).

ations were 3-6.

MASTER PL


wer Pipes

PerceTotal L

0.3

0.6

0.1

3.4

11.3

8.0

36.

13.

2.2

2.4

0.3

9.6

0.1

0.3

11.0

0.1

0.9

0.1

0.2

100.

pump statiocanteen at th

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ent of Length

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3%

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1%

4%

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0%

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1%

2%

4%

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6%

1%

3%

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9%

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.0%

ons (PS). Thehe beach, an

the assessm

20130614.docx

Present Valu

$20

$57

$8

$510

$2,276

$1,818

$9,081

$3,945

$758

$909

$114

$4,350

$52

$133

$6,633

$85

$661

$71

$194

$31,685,

ere are 5 acnd 3 privatel

ment. Details

3.9

ue

,696

,798

,460

,349

,235

,390

,381

,128

,912

,458

,812

,668

,921

,583

,791

,697

,720

,033

,318

,349

ctive ly

s for


3.10 c

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3.4.3

The TowAlbert St11,000 p(ADF) va(686L/s).

3.4.4

A sanitarmaster p5 sites. Tand flow further de



T

Name

PS #1

PS #2

PS #3

PS #4

PS #5

Water Po

wn of Arnprioreet that wa

persons. Secalue of 9,700.

Sanitary

ry sewer flowlan. The pro

The data fromrates throug

etails.

OR WATER


Table 3-6: T

Lo

Elgin SClau

McNaSeve

MaBoulev

BridMcLea

RiverWolf

ollution Con

r is serviceds recently up

condary leve0m3/d and a

Flows

w monitoringogram was cm these 5 sitghout the To

AND WAST

1634_01094_arnprior

Trunk Syste

ocation

Street East aude Street ab Street at nth Avenue

adawaska vard west of

dge Street an Avenue arview Driveff Crescent

ntrol Center

d by a Waterpgraded in 2

el treatment iPeak Instan

g program wacompleted betes was ass

own. The rea

TEWATER M


em Sanitary

at

f Variab

at

r

r Pollution Co2010 to servis provided a

ntaneous Flo

as completeetween Febressed and u

ader is direct

MASTER PL


y Pumping S

Type

Duty

Duty

ble FrequencDrive

Duty

Duty

ontrol Centevice a projectand the WPCow (PIF) des

ed concurrenruary 15 andused to estated to Appe

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Stations

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cy

er (WPCC) loted 20-year CC has an asign capacity

ntly to the cod April 26, 20blish represendix B (Sta

master_plan_ka20130

Capacity (L

25

59

190

3.5

7

ocated at 23population o

average day y of 59,300m

ompletion of 012 and inclentative flowntec, 2012)

0614.docx

L/s)

33 of flow

m3/d

this luded

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TOWN OJune 14, 2

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4.1 P

The Towwas calibmonitorincalibratioassignmeof the molevel of e

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S F P R L Z

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OF ARNPRIO013


Developm

POTABLE

wn recently dbrated by cong from five on, it is deement of Hazenodel under eeffort and ac

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raulic model onage charto simulate th

ional calibra

WASTEWA

mic model wae Town. Thegreater thanwere includ

del was built d included th

Sewers and Morcemains

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anduse ParcZoning

ources of inforences as re

OR WATER


ment of H

WATER D

eveloped a mparing molocations). B

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hydraulics, Smodel. The mnt (positive) the system

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ATER COL

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based on gehe following

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cels

ormation wequired.

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Hydraulic

ISTRIBUTI

hydraulic moodel results tBased on a rcurrent allocCoefficients

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op under hig

orrected to reel was also ug pumping co

ase model w

LECTION S

d to represe developed diameter. A odel. The mo

eographic in:

ere suppleme

TEWATER M


Models

ION MODE

odel of their o operationareview of thecation of dems, configuratire flow condry to the Tow

tified a key d, a secondarhe hydraulicsthe main feeh demand co

eflect the waupdated to inonditions du

was underta

SYSTEM M

nt the trunk using PC-SWtotal of 5 PS

odel outfall r

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MASTER PL


EL

potable watal data (i.e. te 2011 modemands, deveion of infrastditions) was wn.

distribution pry discharges in the distr

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ater elevationclude two aring an exte

king for this

MODEL

level sanitarWMM and inS’s, 274 manrepresents th

ystem (GIS)

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ter distributiothe results oel developmelopment of tructure consufficiently c

pipe that wase line from thribution systeong Havey S

ns reported dditional pu

ended period

W&WWMP

ry sewer colncludes saninholes (MH)he WPCC.

databases

wings, field in

20130614.docx

on network tof pressure ent and diurnal pattetrols and tescomplete to

s not includehe water filtraem as it dive

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in the Townmps in orde

d simulation.

.

lection systeitary sewers), and 284 se

provided by

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4.1

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erns, sting a

ed in ation erted by

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s,

TOWN ODevelopmeMay 6, 201

4.2 c

4.2.1

Althoughwere areinverts, dinterpoladeemed when theinverts wthe upstrground eelevation

4.2.2

The seweshapefilealong a tthe catchgeneratinand effec

4.2.2.1

The Towpopulatiolocated w

4.2.2.2

Non-residparcels wtypes:

C In In M R O R O

OF ARNPRIOent of Hydraulic13


Data Veri

h the collectioas where ap

diameters, slted using upnecessary w

ere was a smwere inconsisream and doelevations wen mapping (D

Sewer Ca

er catchmenes provided brunk sewer c

hment was sng in the moctive areas b

Population

wn indicated aon was distriwithin each c

Land Use A

dential parcewere contain

Commercial nstitutional ndustrial

Municipal Recreational Other Rural Open/Green

OR WATERc Models


ification

on system dpproximationlopes, and gpstream andwhere null vamall discontinstent. In caseownstream pere inferred DEM) inform

atchments C

nt areas werby the Towncontained in

selected. Folodel. The catbased as des

s

an existing pbuted throug

catchment.

Areas

el areas werned within. T

Space

AND WAST

1634_01094_arnprior

database prons or interpoground eleva downstreamalues were pnuity in pipees where it w

pipe slopes wusing a grou

mation provid

Creation, A

e delineatedn. These catcn the model. lowing this atchments wescribed in th

population oghout the To

re allocated he non-resid

TEWATER M


ovided by theolations wereations were rm data wherpresent. Add

diameters awas suspectwere used tound elevatioed by the To

llocation, a

d within GIS chments weIn general, a

approach, 10ere also loadhe following s

of 8,000 peopown based o

to the catchdential type

MASTER PL


e Town was e required. Sreviewed anre required. ditional chanalong a stretted that the o infer the ern model thaown.

and Loading

using the lare then alloca manhole l02 manholesded with popsubsections

ple during thon the numb

ments that tparcels inclu

LAN


generally coSpecifically, td missing inIn general, c

nges were imtch of pipe, opipe inverts rroneous invt was gener

g

and parcel ancated to a mocated nears out of 284

pulations, lans.

he model buber of residen

the centroidsuded the foll

master_plan_ka20130

omplete, thetrunk sewer

nformation changes wer

mplemented or where pipwere incorre

verts. Missingrated using d

nd sewer manhole locar the centroidare load

nd use areas

ilding task. Tntial parcels

s of these lowing land

0614.docx

ere

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4.2.2.3

Effective portions parking loarea was

4.2.3

The calibthe actuacompletethis progmonitore

The readparamete



Effective A

areas werethat do not gots. We havs allocated to

Model Ca

bration of theal dry and weed in supportram, and thed and mode

der is referreers as well a



Areas

determinedgenerate flowe generatedo the sanitar

alibration &

e model is baet weather flt of the Maste calibration

eled flows.

ed to Appendas the model

AND WASTent


d for each caw. Examples

d a 20m buffery sewer cat

Determina

ased on devlow conditioter Plan. The process wa

dix B for disl calibration

TEWATER M


atchment as s of such inser around alchments for

tion of Flow

veloping flowns modeled e model is lo

as completed

scussion relaprocess.

MASTER PL


non-residenstances inclull sanitary ser infiltration g

w Paramete

w generationduring the f

oaded with fd based on a

ating to the g

LAN

_ww_master_plan_ka

ntial areas caude open greewers such tgeneration p

rs

n parametersflow monitorflow rates stea compariso

generation o

20130614.docx

an contain laeen space athat an effec

purposes.

s that replicaing programemming from

on of the

of the monito

4.3

arge and ctive

ate m m

oring

TOWN OJune 14, 2

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5.0 E

5.1 P

5.1.1

The wate10,340mduring 20rated capdemand to approx

5.1.1

The existfull) to 15(HGL) at accountswas confelevated

At a systnodes in Ministry o690kPa (pressurepressure

Furthermanticipateshorelinemaximum

The Towpressureshould be

Figure 5Services (100psi) pressurewould ex

OF ARNPRIO013


Existing

POTABLE

Water Tre

er filtration p3/d. The high009. This mapacity. Usinpeaking factximately 6,00

Storage

ting 2.3ML e52.5m (100%the water fi

s for headlosfirmed througtower to ope

em head of the system

of Environm(100 psi)”, th

es greater thaes to 550kPa

more, servicee pressures es of the rivem pressures

wn is encourae reducing vae considered

5-1 illustratescoded oranunder the hy

es between 5xperience ma

OR WATER


Hydraulic

WATER SY

eatment Pla

lant was upghest maximuaximum flowg a design vtor of 1.9, th00 persons.

elevated wat%) full. In ordltration plantss through thgh hydraulicerate to its m

153.5m, serwould expeent design g

he Ontario Ban 550kPa (

a (80 psi).

es located atgreater 690

ers. Services.

aged to reviealves (either d.

s the range oge are low lyydraulic con550kPa (80 paximum pres

AND WAST


c Conditi

YSTEM

ant

graded in 20um day flow

w rate corresvalue of 300he additional

ter storage tader to fill the t would needhe piping feec model simumaximum po

rvices at elevrience press

guidelines stBuilding Code(80 psi) requ

t elevations 0kPa (100pss in this area

ew operationlocally at ea

of ground eleying lands aditions notedpsi) and 690ssures less t

TEWATER M


ons Asse

010 to providobserved inponds to 67Litres per cacapacity av

ank has a wtank to 100

d to exceed eding the towulation as a dotential.

vations less sures greatetate that maxe states that

uire pressure

less than 86i). These no

a may require

nal conditionach service o

evations withand could exd above. Se

0kPa (100psthan 550kPa

MASTER PL


essment

de a maximun the last five% of the cur

apita per dayvailable at th

water level th% full, the dthe full wate

wer. A corresdischarge he

than 97m oer than 80psiximum presst new buildine reducing va

6m in elevatiodes are limitre pressure r

ns of the elevor on a large

hin the Townxpect pressuervices codesi). Services a (80 psi).

LAN

_ww_master_plan_ka

um day flow e years, 6,94rrent water ty and a maxe filtration p

hat ranges froischarge hyd

er level by a sponding HGead that wo

or approximai. Although tsures “shoulngs with antialves to limi

on (5% of ated to areasreducing val

vated tower er “sub-pres

n’s distributires greater td in purple win areas cod

20130614.docx

capacity of 43m3/d occutreatment plaximum day lant is equiv

om 141.8m draulic gradheight that a

GL of 153.5muld allow the

ately 59% of the Ontario ld not exceeicipated servt maximum

ll nodes) cous along the ves to limit t

and determsure zone b

on system. than 690kPawould experded by green

5.1

urred ant’s

valent

(0% eline also m e

all

ed vice

uld

the

ine if basis”

a ience n

TOWN OExisting HyMay 6, 201

5.2 c

With resptowers oequates

5.1.2

The firm Accounticapacity

The curre(173L/s)

5.1.3

Figure 5distributiodemandsStreet ancontribut

5.1.3.1

Figure 5anticipategreater thMadawas

5.1.3.2

Figure 5model to network. watermain size hoindustriawater, thdiameterrecommenetwork.

In other aloop alondeficient.and the u



pect to elevaperating voluto a flow rate

Pumping

capacity (i.eng for the avsums to 31,

ent maximumis equal to 2

Distribut

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



ated storageume would be of 9,460.5

g

e. with largesvailable 9,46061m3/d (35

m day dema23,576 m3/d

ion Pipe Ne

e existing whas existing . In particularsized dischagh pressure

ad/Pressure

present the mater distributiare anticipat

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).

and of 8,355(273L/s) res

etwork

atermain diadeficiencies

ar, the disconarge watermlosses and

es

maximum pron system bted in low-lyi

of a hydraulied availablesufficient firen some insta

main are insuws of the elevme privately as virtually non system th

are deemedumar Dr. howe discontinu

ment plant dis

TEWATER M


or fire flow coor 1,182m3.s).

) of the high 09L/s) fire flo

m3/d (97L/s)sulting in a c

ameters in ths that result ntinuous sizi

main at the pllow fire flow

ressure and based on hyding areas alo

c assessmee fire flows the flows is deances, the feufficient. An evated tank, wowned area

no capabilityhat provides

d sufficient inwever the feeuity of large dscharge mai

MASTER PL


onditions, w. Over a 3-h

lift pumps isow from elev

) plus the MOcurrent surpl

he network. in significaning of the trulant dischargcapabilities

minimum prdraulic modeong the shor

ent using thehroughout thependent on eedermain feexample of twhile there ias decrease y to transmit

fire flow thro

n size, such edermain fediameter wan along Hav

LAN


e assume thour fire dura

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OE fire flow us of 7,484.

The potablet headloss u

unk watermage along Ha.

ressure condeling. Maximrelines of the

e modified hyhe entire wattwo physica

eeding an arthis would bis a sufficiendown to 100fire flow andough the dis

as the 300meding the lo

atermain alonvey St.

master_plan_ka20130

hat 50% of thation, this vo

d (250L/s). e, the total

of 15,221m.26m3/d (86L

e water under high ain along Daavey Street

ditions mum pressure Ottawa an

ydraulic wateter distributioal features ofrea are suffice in the

nt volume of 0mm in d are not stribution

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0614.docx

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5.2.1.1

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5.2.1.2

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WASTEWA

ar SCS II 6 hhetic event afrom the nea

ations were ass without ction systemnecessary c

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pleted our asof issues w

nt forces an convey the e to a backwso need to b

ntative shallo

e classified thof 1.5m was

und surface. hour existinere identified

Daniel Stre

n of combines a reported ify capacity ture monitor

Elgin Stree

wn notes thatains result innt building. To discharge fer flow monitng studies fos to further i

on.



ATER COL

our distributand is comprarby monitor

representedregard for th

m to be assesapacity. Fig

on System

ssessment uithin the collincrease in tflow. This si

water conditibe inspectedow pipes can

he HGL elevs selected aFigure 5-8 g infrastructd under the

eet North

ed sewer alohistorical seissues in thiing studies.

et

t there are st sewage bac

The combinefrom basemtoring prograocus on this improve this

AND WASTent


LECTION S

tion event (srised of a staing station in

d as “ideal” she existing cssed withouure 5-7 pres

using the hydection systethe upstreamtuation can ion caused bd to ensure tn erroneousl

vation baseds representais provided ature scenarioexisting con

ong Daniel Sewer backups area howe

torm separackup in the sed sewer is rent of anotham was devearea of conc

s area. This a

TEWATER M


SYSTEM

ee Figure 5andard rainfn Shawville Q

stations undeapacity of tht pump statiosents the loc

draulic gradeem. Elevatedm elevation (occur due toby downstreathat the locay indicate H

d on the distaative of the das an overvio. This figurenditions scen

Street North bp at a local bever it is reco

tion issues osinks and toreported to b

her local buileloped. It is cern to identarea should

MASTER PL


5-6) was usefall distributioQuebec.

er this scenahe pump statons acting acations of the

e line (HGL)d HGL’s occ(commonly ro a local capam capacity

al topographyHGL issues.

ance to the gdistance betwiew of the me also includnario.

between Robusiness. Ouommended

on Elgin St iilets on the fbe very shalding. This corecommendtify the problalso be flag

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ed to stress ton shape an

ario. This allotion. This ap

as bottlenecke sanitary p

) elevation acur when a creferred to apacity constry constraintsy is represen

ground surfaween basem

model resultsdes capacity

ock Lane andur current mothat this are

n the Downtfirst floor of alow. Area reoncern was

ded that futulems and pro

gged for futu

20130614.docx

the system. nd rainfall

ows the peapproach allowks should thump stations

as the main capacity an increase iraint, or it cas. The HGL ntative. Non

ace elevatioment founda for the 25 y

y results. No

d Madawaskodel findings

ea be review

town core. a local

equires sewaidentified afre sewer flowopose mitigare sewer

5.3

This

ak ws ey s.

n an

-

n. A tions

year

ka s did ed

age fter w ation

TOWN OExisting HyMay 6, 201

5.4 c

5.2.2

The flowsas showncalibrate less freq

Name

PS #1

PS #2

PS #3

PS #4

PS #5

5.2.3

In 2007, was operexpanderated capInstantan

During thflows do 2004 andthe future(PIF). Thand inflow

During thmaster pwas modthe collecSimilarly that the lless freq



Existing

s into all then in Table 5-the models

uent events.

Table 5-1

Loc

Elgin Street S

McNab StreAv

Madawaswest of BMcLean

RivervWolff

Wastewa

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.



Sanitary Pu

e modeled pu-1. The largecorrespond

.

: 25 Year SC

cation

East at ClauStreet eet at Sevenvenue ka Boulevar

Bridge Streetn Avenue at view Drive Crescent

ater Treatme

ndertook an ts full Average projected plant for AD

(PIF) capaci

hase of the et for plant byconsultant n

ave a significd that measuewers.

the hydraul, it was obseexisting con

m). This valueng conditiont modeled c.

AND WASTent

1634_01094_arnprior

ump Station

ump stationsest event seed to a 1 ye

CS II 6 Hou

ude

nth

rd t

VFrequ

ent Plant

ESR for thege Day Flow20-year “bu

DF was increity was incre

expansion, thypasses in thnoted that if cant impact ures were be

ic assessmeerved that a ditions if all e is within thns assessmeorresponded

TEWATER M


ns

s are within teen during thar event how

r Event Pum

Type

Duty

Duty

Variable uency Drive

Duty

Duty

e expansion w (ADF) rateild-out” popu

eased to 9,7eased to 59,3

he Town’s che collectionthe bypass on the proje

eing underta

ent of the expeak instanflow was dir

he existing Pent of the Tod to a 1 year

MASTER PL


their respecthe flow moniwever. Large

mp Station

FirmCapac

(L/s)

25

59

190

3.5

7

of the wasteed capacity oulation of 1100m3/d (112300m3/d (68

onsultants n system of wvolumes we

ected future Paken by the T

xisting collectaneous flow

rected to thePIF capacity own’s pump r event. Larg

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tive existingtoring prograer flows are

Capacity Re

m city )

PeM

ewater treatmof 7,900m3/d,000 person

2L/s) and the86L/s).

noted that prwhich there were directed tPeak InstanTown to redu

ction system w of 281L/s e plant (i.e. n

of the plant stations how

ger flows are

master_plan_ka20130

firm capacitam and usepossible du

esults

eak CalibratModeled (L/

7

21

101

Na

6

ment plant wd . The plantns. By 2011, e Peak

roposed deswere 19 betwto the WPCCtaneous Flouce infiltratio

as part of thinto the WW

no overflowsof 686L/s.

wever, we noe possible du

0614.docx

ties d to ring

ted /s)

which t was the

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ow on

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sting ADF floexpected de

m indicates thcally possibl

ata supports reduce PIF nflow reductthe WWTP asessment.

AND WASTent


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


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


8 to 2011 it 10 and 2011unts from a toare attributes as well as t

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

d to continuecontinue s to provide

5.5

sses a 8 to a &

2011.

ADF ng of ant’s

model.

e

data

TOWN OJune 14, 2

cs \\cd1218-f01\

6.0 G

Figure 6Town of Aproposedand is ca(2031) pllabeled wthe cours

6.1 R

6.1.1

Labeled northwesto the noPhases 1of each hDesign G

6.1.2

Labeled of Russe16.79ha

6.1.3

Labeled limits of tStaye CoDevelopmthis 15.6

OF ARNPRIO013


Growth P

6-1 illustratesArnprior. Figd timing of eategorized inlanning projewith an ID nuse of the ma

RESIDENT

Callahan

as # 3 in Figst side of theorth, undevel1, 2 and 3 inhousing typeGuidelines w

Housing Ty

Single FamSemi Detac

AttachedBungalow

TownhomTotals

Pegasus

as # 8 in Figett Drive. Basarea is expe

Campbel

as # 10 in Fthe Town of ourt Drive to ment Designha developm

OR WATER


Projection

s the locationgures 6-2 & ach. The tim

nto 4 groupsections. Theumber. Relevaster plan ba

TIAL GROW

Subdivisio

gure 6-1, thee Town of Aroped land toclude the de

e is listed in twere applied

ype Pr

mily ched d ws

mes

Subdivisio

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


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


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

Proposed ho

MASTER PL


bdivisions aest development was alloc016), mid-terareas greatlarger devel

orporated int

ubdivision (IDBaskin Driv

ed residentiaf the 26.8ha values from

tain a total p

PersonsUnit3.42.7

2.7

2.7-

s located weed populatio

n is located ahe north, Basest. The Caately 644 res

ousing types

LAN

_ww_master_plan_ka

and industriament projectcated by therm (2021) aner than 1ha,lopments obo the followi

D # 3) is locave W. to the wal areas to tharea. The p

m the City of population of

s Per t Po

est of Highwon density (p

along the soskin Drive Wmpbellbrooksidents to beinclude sing

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

6.1

the

nner m

ng ons.

reek

mber ter ns.

south , this

n st,

thin nits,

TOWN OGrowth ProMay 6, 201

6.2 c

semi-detCampbelWater Depersons.

S

6.1.4

Labeled southernbordereddevelopmRiver Rid

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


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

Housing Type

Single FamilTownhomesApartments

Totals

Living Ea

as # 29 in Fst east of thea’s suggeste0 persons.

OR WATER


and townhoge can be folines were a

Propo

y

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

y s

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

he proposedArnprior. It issouth and Daha of the Rive5 proposes 1

he proposedthin the nort McNab Stre

e Preliminarywing number Guidelines n of 261 per

osed NumbeUnits

46 25 20 91

Living Easy Hka River andn density (pe

TEWATER M


The distributiable below. ese numbers

er of P

d River Ridges situated toaniel Street ter Ridge sub11 units with

d Fourth Avehern portioneet to the eay Serviceabilr of units withwere applie

rsons.

er of P

Homes is locd south of Maer hectare),

MASTER PL


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

LAN


ng types withues from the a total popula

r TPopu

4

16

on is locatedf the Madawa. Phase 5 inhe Servicingulation of 38

ision is locatn of Arnprior

Avenue to thecompleted

a area. Desiposed numb

r TPopu

1

2

north centraBoulevard. B

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

ef for

he ded

011 rom type

e e City use a


cs \\cd1218-f01\

6.1.7

Labeled April of 2within theunits andmeters aon the depopulatio

6.1.8

Labeled Town, jusOttawa’spersons.

6.2 I

6.2.1

Labeled Revision of a 3.34on McCa

The desito the exhydrant w

The desiservice thwesterly

6.3 P

Using theprojectiopopulatiodevelopminformatiby reviewnumber o



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

Canada H

as # 23 in F#1 was comha industria

artney Street

gn brief recoisting 200mmwill also be lo

gn brief alsohe building aalong McCa

POPULATI

e informationns were crea

ons were detments and aon was not a

wing the lastof units and



Hugh St. Af

igure 6-1, Kroposed low ea of Arnpriobedroom unitcing was de

s from the Cisons is expe

ubdivision

igure 6-1, thhe Ottawa Rpopulation d

AL GROWT

Hydro Comp

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


ffordable Ho

Kollaard Assocost residen

or. This unit wts. The prop

esigned baseity of Ottawaected in the u

he Smith SuRiver and eadensity (per

TH AREAS

ponents

he Canada Hy 2012 by Jpn as Canadatheast side o

he site be sewatermain te front of the

he installatiothe flows to t.

ECTIONS

rom the deveh of the milesed on know45 persons he populatiotial developmhey average

TEWATER M


ousing Apa

ociates Inc. ntial buildingwill consist o

posed buildined on an expa Water Desunit.

bdivision is st of the Mahectare), thi

S

Hydro Compp2g Consultaa Hydro Comof Arnprior.

rviced via a hat currentlye site, suppl

on of a 150mthe existing

elopment plaestones yearwn projectionper hectare

on density of ments – baseed approxima

MASTER PL


artment

developed ag at Hugh Stof 3 storeys,ng will have apected occusign Guidelin

located alondawaska Riis 0.82ha are

ponents Siteants Inc. for tmponents, on

50mm diamy runs alongied by a 150

mm diameter250mm dia

anning exerrs, 2016, 202ns for proposdesign valu

f 45 personsed on designately 47 pers

LAN

_ww_master_plan_ka

a servicing dreet and Me including 5 a footprint opancy of 58

nes, howeve

ng the northever. Based oea is expect

e Servicing Dthe proposen an existing

meter water l McCartney

0mm diamet

r sanitary semeter sewe

cise, total po21 and 2031sed residente for residen

s per hectaren guideline hsons per he

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

ine, connectStreet. A

ter water ser

ewer that willr that flows

opulation 1. The tial ntial lands we was determhousehold sctare.

6.3

in t, m e ased

the of e 24

ent

operty

ting

rvice.

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


6-4 comparesment review sive growth mcial Plan proj Master Plan

Impact o

upgrades to ted growth raates will resun this report.

OR WATER


s the projectexercise ve

model” is sigjected a gron projections

n Infrastruc

the existing ates that werult in major i

AND WAST

1634_01094_arnprior

ted growth torsus the 200

gnificantly lowwth of appros are estima

cture Plann

Arnprior mure reflective nfrastructure

TEWATER M


o 2031 as de06 Official Plwer than theoximately 20ating a growt

ing

unicipal wateof the Offici

e expansion

MASTER PL


etermined thlan. As show

e 2012 Maste0% of the exth closer to 5

er and wasteal Plan grows being trigg

LAN


hough the Mwn, even theer Plan 2031

xisting popula57%.

ewater treatmwth projectiogered soone

master_plan_ka20130

Master Plan e Official Pla1 projectionsation wherea

ment plants ons. Aggresser as will be

0614.docx

an’s s. as

sive

TOWN OJune 14, 2

cs \\cd1218-f01\

7.0 F

7.1 P

The Towindividuaconservasizing of mains, th

Calc Ty

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on

A

VD

Y

MX

DY

P

KH

R

OF ARNPRIO013


Future W

POTABLE

wn of Arnprioal developmeative and reflocal waterm

he Ministry o

ype Desig

Perso

Perso

Perso

Perso

Perso

Avera

Avera

Avera

Avera

Max

Max

Max

Peak

Peak

Peak

OR WATER


Water Dem

WATER D

r currently aent projects. lective of de

main. For theof Environme

Table

gn Paramet

ons/unit (Sin

ons/unit (Se

ons/unit (Ap

ons/ 1 bdrm

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


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

or, Light Indu

or, Commerc

TEWATER M


Wastewat

of Ottawa Demended thatzed at a “ne

of future systg factors we

le Water De

d/Townhome

esidential)

dential (L/c/d

Industrial (L

mercial (L/gr

(Factor*AVD

trial (Factor*

al (Factor*AV

al (Factor*M

ustrial (Facto

cial (Factor*M

MASTER PL


ter Gener

esign Guidet this processeighborhood tem wide infrere applied.

esign Criter

es)

d)

L/gross area

ross area/d)

DY)

*AVDY)

VDY)

MXDY)

or*MXDY)

MXDY)

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ration

elines for thes continue alevel” and is

rastructure a

ria

V

a/d)

)

20130614.docx

assessmenas it is more s appropriatand transmis

Value Used

3.4

2.7

1.8

1.4

2.1

45

300

17000

10000

1.9

1.5

1.5

1.5

1.5

1.5

7.1

nt of

e for ssion

d

TOWN OFuture WatMay 6, 201

7.2 c

7.1.1

In order tmixed-usdemand simulatio

7.2 W

We haveby the Ciprevious commercpresent ithe extencommercnonethel The 2008peak sewpredict apresent isewage f Our expesubstantdiscussioalso corras well aduring prand we rreceive ICcapacitie

OF ARNPRIOter Demands &

13


Demand

to model these residentiaconditions. F

on.

WASTEWA

e elected to uity of Ottawaassignment

cial and instin the develo

nt of extranecial and touress. We non

8 MOE desigwage flow raccurately. Imn industrial aflows for an

erience suppially for institons with Towresponds to ts being cons

revious flow ecommend CI flows. Mo

es to be esta

OR WATER& Wastewater G


Patterns

e Town’s watal diurnal patFigure 7-1 s

ATER FLOW

use wastewaa as well as ts. The 2008tutional esta

opment, the eous flows enrist areas shonetheless fe

gn guidelineates for indusmproving flowareas. In thisarea and by

ports the MOtutional, com

wn representthe “operatioservative in monitoring athat future s

onitoring theablished and

AND WASTGeneration

1634_01094_arnprior

ter distributiotterns were dshows the 72

WS

ater generatrates based

8 MOE desigablishments population ontering the sould consideel that this ra

s further stastrial areas iw predictions way, a rea

y flow monito

OE statemenmmercial, antatives it wasonal” ICI genour opinion assignments

sewer monitose target sewflow allowa

TEWATER M


on network odeveloped fo2-hr patterns

ion rates baon the asse

gn guidelinesvary greatly

of the facilitiesewers”. Theer a minimumate is overly

ate that: “Thes industry/prs may includ

asonable allooring allowan

nts that “desind industrial s agreed to neration ratewhen comp

s. We howevoring prograwers will allonces for futu

MASTER PL


over an exteor both avers that were u

ased on operessment of fs states: ”Se

y with the types, the presee MOE desigm allowancey conservativ

e calculationrocess specde better moowance can nces can be

ign” or “guid(ICI) areas, use a rate o

e recommenpared to ICI rver recognizms target truow existing aure ICI lands

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ended periodrage day andused in the h

rational ratesflow monitoriewage flowspe of water-uence of wategn guidelinese of 28,000Lve.

n of design acific and mayonitoring of ibe made fo

e better main

eline” rates and as such

of 10,000L/haded by the Crates we havze that theseunk sewers and future res to be calcu

master_plan_ka20130

d of time, typd maximum hydraulic mo

s recommening data dur from using facilitieer metering as do note th/ha/d

average and y be difficult ndustries r peak indus

ntained.”

vary h, through a/d. This ratCity of Ottawve developee rates can vthat, or will, esidual ulated.

0614.docx

pical day odel

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es and at

to

strial

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Flow Ge

Resident

Resident

Light Ind

Light Ind

Commer

Commer

Extraneo

1Taken from

These raneeds fo



neration Co

tial Generati

tial Peaking

ustrial Gene

ustrial Peak

cial Generat

cial Peaking

ous Wet Wea

m the City of O

ates were usr the Town.



Table

omponent

on

eration

ing1

tion

g

ather I/I

Ottawa Sewer D

ed in a spre

AND WASTent


e 7-2: Sanita

Design Guidelin

adsheet ass

TEWATER M


ary Flow De

nes Appendix 4

sessment of

MASTER PL


esign Criter

Harmon

PF

4-B.1. Note tha

the wastew

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_ww_master_plan_ka

ria

Rate

300L/c/d

, Min = 2.0,

10,000L/ha/

F = 6.56(area

17,000L/ha/

1.5

0.28L/ha/s

at the area is in

water collectio

20130614.docx

Max = 4.0

/d

a)-0.19

/d

s

n hectares.

on network

7.3

TOWN OJune 14, 2

cs \\cd1218-f01\

8.0 S

Per the rproponenand eval

8.1 D

The “do nand wastis to detereasons,

8.2 P

Allowing several rprotectedorder for share thedevelopmsaid, thedistant precommeprivate syprivate seplanning provided

8.3 P

Partial seIn some reasoninthis is typcontaminwhere fuallow dev

8.4 C

Communmunicipa

OF ARNPRIO013


Servicing

equirementsnt is to undeuates the va

DO NOTHI

nothing” apptewater systermine infras

this alternat

PRIVATE W

developmeneasons. Firsd and in soma municipal

e burden of tment createsre are occasroperty wishended that aystems beinervices is coand engineefor such a r

PARTIAL S

ervices consinstances, cg for partial pically reservnated aquifell municipal velopment to

COMMUNA

nal systems al system wh

OR WATER


g Alternat

s of the Munertake an evaarious servic

NG ALTER

proach does ems’ capabi

structure neetive is not co

WELL & SE

nt to occur wstly, with res

me cases cer system to bthe cost of ths jobs, buildssions where hes to develoalthough the g selected a

onsidered a vering staff oreview.

SERVICES

sider having communities services andved for smalr) and that thservices areo proceed w

AL POTAB

are smaller hen certain c

AND WAST


tives

nicipal Class aluation of acing alternati

RNATIVE

not allow foilities. The meds to suppoonsidered fu

EPTIC SER

within a munpect to privartain types obe as fair anhe municipas communitiea private sy

op prior to mintent of this

as the preferviable alternn a case-by-

PRIVATE/

part municiphave electe

d typically thll communitihe cost of pre readily esta

with partial se

LE WATER

systems thaconstraints a

TEWATER M


Environmenalternative soves availabl

or growth to omandate as dort planned arther.

RVICING AL

icipal area oate wells, aqof developmed economica

al system as es, provides

ystem is the municipal sers master plarred alternatnative that w-case basis

/COMMUNA

pal services ed to providehe underlyinges that haveroviding full sablished andervices.

R AND WA

at may be coare identified

MASTER PL


ntal Assessmolutions. Thee for consid

occur beyondirected by tand projecte

LTERNATI

on private sequifers that sents can be al as possibthe benefits

s amenities amost reason

rvices being an it not to prive, that the

would need toprovided su

AL + MUNI

and part prie partial servg reason is ce an identifieservices is ud deemed vi

ASTEWATE

onsidered asd that make a

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ment requiree following seration.

nd the existinthe Town fored growth. F

IVE

ervices is noservice thoserestricted. S

ble, all propes go beyond and servicesnable solutioreadily avairoceed on thopportunity

o be revieweufficient reas

ICIPAL

vate or comvices. There cost of full s

ed health prounattainableable it is not

ER SYSTEM

s an alternata municipal

20130614.docx

ements, the ection prese

ng potable wr this assignor these

t desirable fe wells mustSecondly, in rty owners sthe individu

s, etc. This bon such as iflable. It is

he basis of y to construced by the Tooning is

mmunal serviare various ervices how

oblem (ex. . In the caset desirable to

MS

ive to a largesystem too

8.1

ents

water ment

for t be

shall als;

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t own’s

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wever,

e o

er

TOWN OServicing AMay 6, 201

8.2 c

costly to include fipumping groundwpumper tfeasible fconditiongood distnot provemaintena

Similarly pressureviable opconstructsewers inThe Towdevelopmhydrogeomost app

With respwastewatreatmenall develo

8.5 EW

The last wastewathat smasystem isplanned evaluatio

8.5.1

Several othe Town

1) Co

2) Co

OF ARNPRIOAlternatives 13


implement aire flow capaand storage

ater contamtruck fire profor the dens

ns. Similarly,tribution netwe to be beneance costs.

communal we sewers, andptions when t, operate annclude unse

wn of Arnprioment areas wological and propriate.

pect to commter treatmen

nt facility. Geopment land

EXPANSIOWASTEWA

servicing altter collectionller systemss the only refor. As such

on.

Municipa

options existn constructed

onstruction o

onstruction o

OR WATER


and operateabilities and e infrastructuination exist

otection. Thisity being pro with a largework, comm

eficial and wo

wastewater d vacuum seconditions and maintain.rviced areasr’s municipawithin the Totopographic

munal wastent plant. It is eographicallyd within the T

ON OF MUNATER COL

ternative is tn and treatm

s are not a reeasonably via

, it is deeme

al Potable W

t for the expd a hydraulic

of a new elev

of a new at-g

AND WAST

1634_01094_arnprior

. For exampthereby redu

ure. This altets and wheres alternativeoposed nor ise body of sur

munal systemould require

collection syewers. Thesare present t Typical con

s with very roal sewer systown’s municcal condition

ewater treatmpreferable t

y, the existinTown’s boun

NICIPAL POLECTION S

he expansioment networkeasonable viable alternated the prefer

Water

ansion of thec model and

vated tank

grade reserv

TEWATER M


le, communuce the pipeernative is tye the propon potable wats it deemed rface water

ms that emploadditional a

ystems incluse alternativehat make co

nditions that ocky, hilly tetem is centraipal boundars are such t

ment systemhat all treatm

ng plant is locndary.

OTABLE WSYSTEMS

on of the exisks and systeiable alternative to accomrable alterna

e municipal d identified tw

voir and pum

MASTER PL


al potable we volume reqypically usednent elects toter delivery sof benefit dreadily availoy the use o

and unneces

ude small diae wastewateonventional smight prove

errain, and/oally located ry. Furthermthat convent

ms, the Townment occurscated in an a

WATER DIS

sting municiems. The Toative and thammodate theative and car

water systewo alternativ

mping station

LAN


water systemquired and ad in rural areo continue usystem is noue to local glable to the Tof groundwassary operat

ameter gravier collection sewers too c

e beneficial fr high grounproviding ac

more, geologtional sewers

n recently ups at one centarea that pro

STRIBUTIO

pal potable wwn of Arnpr

at expansione type of grorried forward

m. In 2010, ves:

n.

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

pgraded theitrally locatedovides acce

ON &

water and ior is of a siz

n of the muniowth being d for further

consultants

0614.docx

and

ould

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8.5.2

Expandininfrastructreatmento be viapumping the existilimitation



erred alternaeby creatingso require upem hydraulicded and gre

lternative ex

pgrade to the

opography ptower is loc

ound elevatiwatermain

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n the capitalnd the operave of upgrad

pect to treatmocation, has (following pr

Municipa

ng the existincture, is bestnt process loble, upgradestations and

ing gravity sns.



ative in 2010 a new prespgrades to w

cs, it was detatly impacte

xplored furthe

e existing pi

perspective gated vary froon range weheadloss areof the Town sult in a signd.

in the asseshat when thethe operatio

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cost savingational savining existing

ment requirethe addition

roposed pipe

al Wastewat

ng wastewatt fit for the tocated downses to key trud forcemainsewer system

AND WASTent


0 was the cosure zone to

watermain wtermined thaed the outcom

er as part of

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ssment of elee tower is fulons staff to taommended.

gs of not havngs of not ha

watermain w

ements, thenal supply cae upgrades)

ter

ter collectionopography ostream of thnk sewers as to service

m due to topo

TEWATER M


onstruction oowards the s

within the distat a critical pme of the re

f the Master

cture.

ations east o74m to a higer which rana reasonablectively servicsaving as a n

evated storall would exceake full adva

ving to constaving to booswas deemed

existing treaapacity readi

to support it

n system alloof the Town ae potable wa

are required areas that cography and

MASTER PL


of a new resesouth end oftribution net

pipe in the waesults.

Plan proces

of the Madawgh of 110m. nge from 74me amount thced by one pnew reservo

age hydrauliceed 100psi, antage of the

ruct a new rst water twicd to be the p

atment plantily available ts expansion

ows for the oand providesater intake. in addition t

cannot be sed existing se

LAN

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ervoir and puf the Town. Ttwork. Upon ater distribu

ss:

waska wherThis is prac

m to 111m. rough appropressure zonoir and pump

cs, there areto prevent e

e elevated s

reservoir andce into the sypreferred con

t is preferabland the pipin.

optimizations for a centrIn order for o the constr

erviced solelyewer system

20130614.docx

umping statiThis alternatfurther revietion network

re the existinctically identiHydraulically

opriate sizingne. This ping station

e areas in theexcessive storage, pres

d a new pumystem, the ncept.

y situated ining infrastruc

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ruction of newy by extendi elevation

8.3

ion, tive ew of k was

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e

ssure

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TOWN OJune 14, 2

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9.0 A

9.1 P

9.1.1

Figure 9The triggrated desestablishwater tre

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9.1.2

Figure 9existing hthe needprovidingnoted ab

9.1.3

Figure 9(4580m3)determin

9.1.4

Various ppreferredultimate 2developminfrastrucdiameter

OF ARNPRIO013


Assessm

POTABLE

Treatmen

-1 presents ger for additiosign capacityhed in conjunatment capa

all infrastructntially have tged to monit compare th

pace, systemmajor upgradtreatment caoptimization

High Lift

-2 presents high-lift firm s of the pota

g fire flows tobove in Secti

Storage

-3 shows tha) and the eleed by the M

Waterma

pipe upgraded watermain 2031 conditi

ments schedcture in placer watermain

OR WATER


ment of Gr

WATER

nt

the timing oonal treatmey of the plannction with thacity of 8L/s

ture discussthe greatest tor growth onhe growth ratm upgrades wdes can be dapacity includ, and water

Pumping

the timing opumping caable water do the systemion 9.1.1 ab

at the combevated storaOE design g

ain

e alignmentsalternativesions. The s

duled to proce to service once the pro

AND WAST


rowth Inf

of the expansent is when tnt of 120L/s. he Town’s p(6.6%) to to

ed in this maimpact on w

n a regular bte with the pwill be requideferred. Adding water crestrictions

of the expanspacity in conistribution sy

m that meet tbove will furth

ined storagege tank is suguidelines.

s and sizes ws. Figure 9-4staging of theceed by certathem. Figur

oposed wate

TEWATER M


rastructu

sion of the ethe system mBased on thlanning depa

otal 128L/s w

aster plan, thwhen additiobasis (i.e. 5 yprojections ored sooner t

dditional meaconservationon industria

sion of the enjunction witystem througthe MOE desher prolong

e provided bufficient to m

were consid4 presents these upgradeain timing mre 9-5 preseermain are c

MASTER PL


ure Requi

existing potamaximum dahe current deartment (Fig

would be req

he actual groonal treatmenyear master

of the masterthan projecteasures are en, watermainl lands.

existing high th elevated sgh to the 20sign guidelinthe need for

by the treatmmeet the 203

dered in the dhe proposedes (discusse

milestones haents an overvcompleted. In

LAN

_ww_master_plan_ka

irements

ble water treay demand remand projegure 6-4), anquired by 202

owth rate ofnt is requiredr plan updater plan. If growed similarly

encouraged tn (leak) impro

lift pumps. Astorage is su31 demand ne. System ir additional p

ment plant’s c31 storage re

determinatiod pipe upgraded later) ensuad the necesview of the rn compariso

20130614.docx

eatment planreaches the ections n additional 26.

f the commud. The Townes, official plwth proceedwith a delayto optimize tovements,

As shown, thufficient to mprojection wmprovemenpumping.

clearwells equirement a

on of the des to meet ure that ssary pipe revised largeon to Figure

9.1

nt.

nity n is lans, ds at yed the

he meet while nts

as

e 5-2,

TOWN OAssessmenMay 6, 201

9.2 c

the reviseconvey fl

Figures hydraulicpopulatioFigure 9fire flows

9.2 W

9.2.1

The growthe immiThese asevent wesubareastrunk leveassessm

Subarea light indutiming prgenerate

GrowthTy

ResidLight InTotal Flo

Approximexisting 4

Note: thethat the sproperty.conditionsmall priv

OF ARNPRIOnt of Growth In13


ed network wlow througho

9-6 through c model resuon and ICI de-9 shows the

s.

WASTEWA

Defining

wth areas denent, 2016, ssessments et weather flos and their pel servicing.

ment.

1 – Althougustrial land oojection of th

e the flows p

Ta

h Area pe

dential dustrial ow (L/s)

mately 670m400mm diam

e 400mm diasanitary flow. No provisions and propovate sanitary

OR WATERnfrastructure Re


would have out the Town

9-8 show thults for the vaemands in ae impact of t

ATER

subareas

efined in Sec2021, and 2considered

ow loading spreferred ser Individual p

h this area ionly a fractiohe master provided in T

able 9-1 Su

2011 GrowScenario F

(L/s) 0 0 0

of 100mm dmeter sewer

ameter sewews from this son of additionosed layout wy pump and

AND WASTequirements

1634_01094_arnprior

a stronger cn.

he resulting aarious timingaddition to ththe propose

ction 6.0 we2031 growth

the extrapolscenario. Thrvicing requirproperty or lo

s comprisedn of the resilan. Based oable 9-1.

barea #1 Gr

wth low

20Sce

diameter forlocated alon

er along Vansite would benal sewer cowill determinforcemain w

TEWATER M


continuous b

available fireg milestoneshe proposed d potable wa

ere grouped scenarios alated 25 yeae following srements. Noocal services

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


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

future residea is anticipaten’s projection

ted Flow Pr

2021 GScenar

(L000

be required r Drive.

e is adjacent tly into the gded in this m7 can be serred.

LAN


large diame

are anticipatts consider tnetwork upgk upgrades o

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

rea into the

It is anticipar adjacent toOn site

avity sewer o

0614.docx

ain to

n the ng

able

der 9-13. ssor

e

d to

wth Flow

ated o the

or if a


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Subarea on the To

GrowthTy

ResidComm

Total Flo

It is propAdditionaSubarea from both

Subarea projectio

GrowthTy

Light InTotal Flo

It is assuthis subaarea be stied into t

Subarea the Town

GrowthTy

ResidComm

Total Flo



2 - This areown’s projec

Ta

h Area pe

I

dential mercial ow (L/s)

osed to serval trunk leve#1 is also in

h growth are

3 - This arens, this area

Ta

h Area pe

I

dustrial ow (L/s)

umed that thearea’s proximserviced by athe existing

4 - This aren’s projection

Ta

h Area pe

I

dential mercial ow (L/s)



ea is comprisctions, this a

able 9-2 Su

mminent GrScenario F

(L/s) 0 0 0

vice this areal infrastructuntended to deas to 33L/s.

ea is comprisa is expected

able 9-3 Su


(L/s) 0 0

e entire areamity to low lya new pump400mm diam

ea is comprisns, this area

able 9-4 Su


(L/s) 4.0 0

4.0

AND WASTent


sed of 17ha rea is expec

barea #2 Gr

rowth low

20Sce

a with the exure is not antdrain to this s.

sed of 23ha d to generate

barea #3 Gr

rowth low

20Sce

a is to be deying area surp station andmeter trunk s

sed of 4ha oa is expected

barea #4 Gr

rowth low

20Sce

TEWATER M


of residentiacted to gene

rowth Relat


(L/s) 8 0 8

xisting 400mticipated to bsewer and w

of light induse the flows p

rowth Relat


(L/s) 0 0

veloped andrrounding Lad approximatsewer locate

f commerciad to generate

rowth Relat


(L/s) 4.8 0

4.8

MASTER PL


al and 10ha erate the flow

ted Flow Pr

2021 GScenar

(L12

2

mm sewer locbe required

would bring t

strial land. Bprovided in T

ted Flow Pr

2021 GScenar

(L88

d a pump staake Madawately 100m ofed along Bas

al and 19ha e the flows p

ted Flow Pr

2021 GScenar

(L405

LAN

_ww_master_plan_ka

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


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



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.



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


(L/s) 9.4 9.4

e Campbellbbe serviced belopments w

sting 300mm

ea is comprisents. Based oble 9-6.

able 9-6 Su


(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


0mm sewer tructure is nower along Aept the entirewas not confsidered.

of residentiaprojections, t

rowth Relat


(L/s) 14 14

e developmeng 300mm spproximatelewer located

of residentian’s projection

rowth Relat


(L/s) 11 11

d by a 250m

of light indusarea is expe

MASTER PL


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


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

wth Flow

o the

dro d in


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



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)



able 9-7 Su


(L/s) 0 0

400mm diamhe hydraulic

al flow data. Fon private pr

ea is comprisdeveloped ua is expected

able 9-8 Sub


(L/s) 0 0

n 150m longhe 600mm di

ea is comprisof this subarensidered ares projections

able 9-9 Sub


(L/s) 0 0 0

AND WASTent


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


rowth Relat


(L/s) 9.4 9.4

along DeCows capacity, oring is recomconsidered to

of light indus31 growth sce the flows p

rowth Relate


(L/s) 0.7 0.7

meter sewesting sewer a

of residentiauded in the ed to 2ha of rs expected t

rowth Relate


(L/s) 0.4 0

0.4

MASTER PL


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


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



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



along Jack Cto receive ther field confi

rea is comprenue develohe Town’s p

ble 9-10 Sub


(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


s a residual con from this equired.

roximately 6hes up the enhis area is e

Growth Rela


(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


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


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.

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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



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



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


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


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


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

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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


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



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



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


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


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

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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

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size may

arget ates 031

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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



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



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


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


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


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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o,

ions. mes, ry of

on


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



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



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


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


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

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0m3/d (665Lhe 2008 ESg peak flow d

inuing the seeconomic a

ms, , and ms.

on various in the develo

and other un

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master_plan_ka20130

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0614.docx

ation

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TOWN OFJune 14, 201

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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

sewer collecresented in

y sewer, pumn.

sign capacityverage day ivements to tr conservatioexpansion cn order to am assessmee recent wason costs wouctions.

130614.docx 1

DC bylaw.

he total proje

2026 based ot. Using the

on costs wouctions. As on and the e requiremedecrease ov

ction, pumpithis table do

mp station an

y for 11,000 is slightly lowthe collectioon programs

currently reqccomplish th

ent which wostewater plauld be in the

10.1

ected

on the recent

uld be

ent to verall

ing o not nd

wer on s and uired his, ould nt order

Town of ArnpriorWater and Wastewater Master Plan

Figure No.

Title Study Area - Municipal Boundary

1-1


Figure No.

Title Class EA Process

2-1


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


Figure No.

Title Ground Elevations (m)

5-1


Figure No.

Title Existing W/M Diameters

5-2

Discontinuous large dia. feedermain

Undersized discharge w/m from WTP along Havey Street


Figure No.

Title Existing Maximum Pressures (psi)

5-3


Figure No.

Title Existing Minimum Pressures (psi)

5-4


Figure No.

Title Existing MXDY Fire Flows (L/s)

5-5


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


Figure No.

Title Existing Sanitary Pumping Stations

5-7


Figure No.

Title Sanitary - Existing 25-Year SCS II

5-8

Sanitary Sewer Model Results


Figure No.

Title Proposed Development

6-1

37


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


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


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


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


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


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


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


Figure No.

Title Proposed New W/M (dia. in mm)

9-4


Figure No.

Title Future All W/M (dia. in mm)

9-5


Figure No.

Title 2016 Available Fire Flows (L/s)

9-6


Figure No.


9-7


Figure No.


9-8


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


Figure No.

Title Sewer – Existing Conditions

9-10


Figure No.

Title Sewers – 2011 Conditions

9-11


Figure No.


9-12

Gravity Sewer


Figure No.


9-13

Gravity Sewer


Figure No.


9-14

Gravity Sewer


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)


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


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

[email protected]

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



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



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


Start Date End Date

February 15, 2012 (installation) March 26, 2012 (logger malfunctioning)

April 3, 2012 (replaced malfunctioning logger) April 25, 2012 (removal)



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)


Start Date End Date

February 15, 2012 (installation) April 25, 2012 (removal)



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


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)



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)



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).



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.



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


11.5 87.6 0.13


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.



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


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.



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)



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


FM01 0.90 0.91 2%

FM02 19 17 8%

FM03 22 23 3%

FM04 21 24 12%

FM05 24 24 1%



Table 2.5. Dry Weather Volume Comparison.

Location Volume (m3) Relative


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

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40

50

60

0 10 20 30 40 50 60

Mod

eled

Flo

ws

(L/s

)

Monitored Flows (L/s)

0

5

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15

20

25

30

0 5 10 15 20 25 30

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eled

Flo

ws

(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)



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


0.27 1.44 0.04 0.05 0.42 8.61 0.49 2.42 10.83


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



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



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%



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)

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Flo

ws

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Figure 2.7. Wet Weather Volume Comparison (All Events)

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ume

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Monitored Volume (m3)

FLOW MONITORING AND CALIBRATION REPORT Discussion April 22, 2013


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


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--

(Edited Data)

FM-004-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--

(Edited Data)

FM-004-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--

(Edited Data)

FM-004-AApril , 2012 04/01/12 0:00 05/01/12 0:00--

(Edited Data)

FM-005-AFebruary , 2012 02/01/12 0:00 03/01/12 0:00--

(Raw Data)

FM-005-AMarch , 2012 03/01/12 0:00 04/01/12 0:00--

(Raw Data)

FM-005-AApril , 2012 04/01/12 0:00 05/01/12 0:00--

(Raw Data)

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