The   Nonquon   River   Water   Pollution   Control   Plant   (WPCP)   is   owned,   operated   and   maintained   by   the   Region   of
Durham.
It   is   located   on   the   south   side   of   Scugog   Line   8   between   Highway   12   and   Old   Simcoe   Road   in   the
Township   of   Scugog.
The   Nonquon   River   WPCP   currently   provides   wastewater   treatment   for   the   majority   of   the   urban   population   within   the   Port   Perry   Urban   Area   in   the   Township   of   Scugog,   with   the   exception   of   the   areas   designated   as   “Developable   on   Private   Wastewater   Systems”.
Approximately   50   km   of   sanitary   sewers   collect   wastewater.
Wastewater   is   conveyed   to   the   Nonquon   River   WPCP   via   three   pumping   stations:   Canterbury
Common,   Reach   Street,   and   Water   Street.
The   Nonquon   River   WPCP   also   treats   wastewater   from   commercial   and   industrial   sources   in   Port   Perry   including   municipal   offices,   elementary   and   secondary   schools,   and   the   Lakeridge
Health   Port   Perry   hospital.
Approximately   600   lots   are   currently   serviced   by   individually   owned   and   operated   private   wastewater   systems
(i.e.
septic   systems   and   holding   tanks)   within   the   areas   in   Port   Perry   designated   “Developable   on   Private
Wastewater   Systems”.
This   includes   approximately   250   privately   serviced   lots   in   Port   Perry   that   are   outside   the   designated   areas   primarily   in   the   Prince   Albert   area.
The   septage   pumped   from   these   septic   systems   and   holding   tanks   is   typically   transported   to   one   of   five   Lake   Ontario ‐ based   WPCPs   for   treatment.
3.1.1
Sewer-Use By-Law
The   Region   of   Durham’s   Sewer   Use   By ‐ law   (#43 ‐ 2004),   amended   June   24,   2009,   regulates   discharges   into   the   sanitary   and   storm   sewage   collection   systems   that   are   owned   and   operated   by   the   Region   of   Durham.
The   Sewer
Use   By ‐ law   establishes   legal   and   enforceable   limits   on   materials,   which   may   adversely   affect   public   health,   animals,   property   or   vegetation.
It   also   includes   material   that   may   impair   or   interfere   with   the   normal   operations   the   Region’s   water   pollution   control   plant.
Through   sampling   and   monitoring   programs,   the   Region   is   able   to   track   and   enforce   non ‐ compliance.
If   non ‐ compliance   issues   arise,   by ‐ law   enforcement   staff   from   the   Technical   Support   Division   of   the   Region   of   Durham’s
Works   Department   will   attempt   to   work   with   the   discharger   to   the   extent   possible   to   develop   a   plan   to   address   the   issue.
Violators   charged   under   By ‐ law   #43 ‐ 2004   can   face   financial   penalties.
If   convicted   of   an   offence,   persons   other   than   a   corporation   are   liable   for   fines   up   to   $10,000   for   their   first   offence   and   up   to   $25,000   for   subsequent   convictions.
3.2.1
History
The   original   wastewater   treatment   facility   was   constructed   in   1971   by   the   Ministry   of   the   Environment.
It   consisted   of   three   (3)   waste   stabilization   ponds   (lagoons   or   cells)   each   six   hectares   (15   acres)   in   size.
This   was   expanded   to   six   (6)   cells   in   1977   to   handle   the   anticipated   growth   and   wastewater   flow.
Additional   upgrades   were   completed   in   2000   to   enhance   the   treatment   process   which   included:   a   new   inlet   and   outlet,   flow   metering   chambers,   as   well   as   two   (2)   aerated   cells   complete   with   twelve   (12)   naturally   aspirated   mechanical   aerators.
3.2.2
WPCP Capacity
The   WPCP   is   rated   as   a   Class   II   facility   in   accordance   with   Ontario   Regulation   129/04.
The   WPCP   has   a   rated   treatment   capacity   of   3,870   m
3
/day   and   comprises   of   two   (2)   aerated   cells   followed   by   six   (6)   facultative   waste   stabilization   ponds.
Treated   effluent   is   discharged   to   the   Nonquon   River   on   a   seasonal   basis   from   September   1   to
June   30.
The   Nonquon   River   discharges   to   Lake   Scugog,   which   ultimately   drains   to   Lake   Ontario   via   the   Trent   Canal   system.
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3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
The   Nonquon   River   WPCP   is   currently   approaching   its   rated   capacity,   and   as   a   result,   development   is   constrained   within   the   Port   Perry   Urban   Area.
The   available   storage   volume   in   the   facultative   lagoons   (excluding   aerated   cells)   has   been   estimated   as   630,600   m
3
.
Lagoons   #1,   2,   and   5   were   cleaned   in   2005,   2006   and   2007   respectively   to   restore   capacity.
Lagoon   #4   and   the   aerated   cells   were   cleaned   in   the   summer   of   2012.
The   equipment   and   basic   design   data   at   the   existing   pumping   stations   and   Nonquon   River   WPCP   are   outlined   in
Table   3 ‐ 1   below.
A   schematic   of   the   treatment   process   and   wastewater   flow   through   the   WPCP   is   shown   in   Figure
3 ‐ 1   and   Figure   3 ‐ 2,   respectively.
These   schematics   are   discussed   in   the   following   subsection.
TABLE   3 ‐ 1
Pumping   Stations   and   Nonquon   River   WPCP   Equipment   and   Process   Basic   Design   Data
Equipment   Process   Data
Conveyance
Canterbury
Common
Pumping   Station
Reach
Pumping
Water
Street
Station
Street
Pumping
Station
Submersible   wet   well   type   station   with   two   (2)   submersible   pumps   (1   duty,   1   standby).
Each   pump   is   rated   at   16.8
L/s   with   a   total   dynamic   head   of   30.9
m.
45   kW   standby   diesel   engine ‐ generator
Discharges   wastewater   to   the   forcemain   from   the   Water   Street   PS   to   Nonquon   River   WPCP
Submersible   wet   well   type   station   with   two   (2)   submersible   pumps   (1   duty,   1   standby).
Each   pump   is   rated   at
14.85
L/s   with   a   total   dynamic   head   of   17.5
m.
125   kW   standby   diesel   engine ‐ generator
Discharges   wastewater   to   the   forcemain   from   the   Water   Street   PS   to   Nonquon   River   WPCP
Magnetic   flow   meter   and   totalizer   for   measuring   total   volume   of   wastewater   pumped   to   the   Nonquon   River   WPCP
Wet   well,   dry   pit   type   station   with   coarse   basket   screen,   enclosed   in   a   building
Two   non ‐ clog,   dry   pit   solids   handling   pumps   with   56   kW   electric   motors   (1   duty,   1   standby).
Each   pump   is   rated   at
120   L/s   with   a   total   dynamic   head   of   31.0
m
75   kW   standby   engine ‐ diesel   generator
Phosphorus   removal   facilities,   including   26.54
m
3
buried   alum   storage   tank,   and   two   alum   feed   pumps,   each   rated   at
2,274   L/d   and   861   kPa   with   feed   range   10   to   1
Twin   forcemains,   approximately   2,640   m   long,   discharge   from   the   Water   Street   PS   to   the   Nonquon   River   WPCP
WPCP   Treatment
Aeration   Cells   Quantity:   2
Clay   lined   with   a   4:1   slope   and   a   3.6
m   liquid   depth   at   centre   of   cell
Estimated   Combined   Surface   Area:   13,422   m
2
Estimated   Volume:   34,500   m
3
(total)
Aeration   System   Quantity:   12   (6   in   each   aerated   cell)
1
7.5
kW   aspirated   jet   mechanical   aerators   (installed   in   1999)
Capacity:   3,700   m
3
/hr   (total)
Facultative
Lagoons
Quantity:   6
Lagoon   1   volume   96,451   m
3
Lagoon   2   volume   100,075   m
3
Lagoon   3   volume   103,130   m
3
Lagoon   4   volume   115,132   m
3
Lagoon   5   volume   167,037   m
3
Lagoon   6   volume   (Settling   Cell)   142,478   m
3
Approximate   combined   volume:   724,500   m
3
Approximate   effective   storage   volume:   630,000   m
3
when   operated   in   parallel   and   520,000   m
3
when   operated   in   series
2
Notes:
1.
In   the   June   2009   Amended   Certificate   of   Approval,   under   Phase   I   upgrades,   approval   was   given   to   replace   the   existing   aspirated   jet   aerators   with   12 ‐
11kW   aerators.
2.
The   high   water   elevation   is   lower   in   the   lagoons   when   the   lagoons   are   operated   in   series.
This   may   be   a   hydraulic   issue   or   may   be   related   to   the   height   of   the   overflow   pipes   between   the   lagoons.
3-2 409001_WBG081712022237TOR

FIGURE   3 ‐ 1
Nonquon   River   WPCP   Treatment   Process   Schematic
409001_WBG081712022237TOR
3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
3-3

3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
FIGURE   3 ‐ 2
Nonquon   River   WPCP   Wastewater   Flow   Schematic
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3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
Wastewater   treatment   processes   are   designed   to   treat   raw   wastewater   to   achieve   the   removal   of   contaminants   down   to   a   level   authorized   by   the   Ontario   Ministry   of   Environment   (MOE)   as   specified   in   a   WPCP’s   Certificate   of
Approval   (C   of   A).
Table   3 ‐ 2   provides   an   overview   of   the   different   treatment   process   types   and   what   is   removed   from   wastewater.
TABLE   3 ‐ 2
Nonquon   River   WPCP   Treatment   Processes
Process   Type
Physical
Chemical
Biological
Processes
Settling   of   particles
Flocculation
Transfer   of   gases   into   water   and   release   of   dissolved   gases   in   air
Coagulation
Photosynthesis
Bacteria,   algae,   rotifers   (microscopic   aquatic   animals)   and   other   microorganisms
Removes
Solids
Biodegradable   organics
Carbohydrates
Proteins
Fats
Nutrients   (e.g.
nitrogen   and   phosphorus)
3.3.1
Wastewater Treatment at the Nonquon River WPCP
The   current   Nonquon   River   WPCP   uses   a   lagoon ‐ based   system   that   treats   wastewater   using   physical,   chemical   and   biological   processes.
Waste   stabilization   ponds,   or   lagoons,   are   shallow   basins   designed   to   receive,   hold   and   treat   wastewater.
The   lagoons   at   the   Nonquon   River   facility   are   lined   with   an   impermeable   layer   of   clay   to   prevent   any   wastewater   effluent   from   ex ‐ filtrating   to   the   surrounding   groundwater.
There   are   inlet   and   outlet   structures   to   control   the   flow   of   wastewater   into   the   lagoons   and   the   release   of   effluent   out   of   each   lagoon.
Wastewater   introduced   into   the   lagoons   is   held   for   a   period   of   time   when   naturally   occurring   bacteria   and   organisms   work   together   to   break   down   the   organic   material   in   the   wastewater,   forming   settled   solids   and   an   effluent   that   meets   MOE   criteria   for   discharge   to   the   receiving   stream.
Settled   solids   accumulation   at   the   bottom   of   the   lagoons   is   relatively   slow,   requiring   cleanout   only   every   10   to   20   years.
The   Nonquon   River   lagoons   are   six   feet   deep   and   operate   as   facultative   ponds   using   two   types   of   bacteria:   aerobic   (bacteria   which   require   dissolved   oxygen)   and   anaerobic   (bacteria   which   thrive   without   oxygen).
Below   is   a   description   of   each   of   the   treatment   steps   at   the   Nonquon   River   WPCP   and   the   wastewater   treatment   processes   involved.
3.3.1.1
Influent
Raw   wastewater   arrives   at   the   Nonquon   River   WPCP   via   three   pumping   stations.
At   the   Water   Street   Pumping   station,   aluminum   sulphate   is   added   to   the   wastewater   for   phosphorus   removal   by   facilitating   the   creation   of   solids   to   which   the   phosphorus   is   attached.
The   combined   flow   from   all   three   pumping   stations   is   directed   through   a   parshall   flume   where   flow   is   measured.
Wastewater   is   directed   to   the   aerated   cells   via   a   series   of   sluice   gates.
There   is   no   mechanical   preliminary   treatment   as   larger   materials   and   grit   naturally   settle   in   the   lagoons   following   the   aerated   cells.
3.3.1.2
Aerated Cells
Wastewater   treatment   in   lagoons   is   a   natural   process   dependent   upon   temperature,   weather   conditions   and   the   detention   time   in   the   lagoon.
The   natural   process   can   be   enhanced   and   accelerated   by   providing   additional   dissolved   oxygen   and   mixing.
Aerated   cells   are   treatment   lagoons   enhanced   with   mechanical   aerators   that   supply   additional   dissolved   oxygen   and   provide   physical   treatment   through   mixing.
Oxygen   assists   aerobic   bacteria   to   degrade   organic   material   and   consume   ammonia.
All   wastewater   flows   are   directed   through   the   aerated   cells   prior   to   distribution   to   a   settling   cell   and   facultative   waste   stabilization   ponds.
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3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
3.3.1.3
Settling Cell
The   settling   cell   is   a   lagoon   where   the   mixture   of   microorganisms   and   wastewater   from   the   aerated   cells   are   separated   as   solids   settle   to   the   bottom   in   this   cell.
The   settling   process   also   helps   to   remove   pathogens   that   are   attached   to   the   solid   particles.
The   settling   cell   is   also   known   as   Lagoon   #6.
3.3.1.4
Facultative Waste Stabilization Ponds
The   Nonquon   River   WPCP   lagoon   system   uses   facultative   waste   stabilization   ponds   that   are   approximately   six   feet   deep.
The   facultative   ponds   have   three   zones:   aerobic,   facultative   and   anaerobic,   each   with   different   compositions   of   microorganisms   that   break   down   contaminants.
The   oxygenated   upper   layer   supports   aerobic   bacteria,   rotifers   and   algae,   whereas   in   the   bottom   oxygen ‐ poor   layer,   anaerobic   bacteria   are   present   to   break   down   fats   and   proteins.
The   algae   in   the   lagoons   also   use   phosphorus   and   nitrogen   present   wastewater   to   grow   and   increase   the   concentration   of   dissolved   oxygen   through   photosynthesis   that   enhances   biological   and   chemical   treatment.
The   retention   time   for   wastewater   to   in   the   lagoons   is   fifty   to   sixty   days.
Biological   treatment   processes   to   remove   nitrogen   are   most   effective   in   warmer   temperatures.
In   winter,   under   ice   conditions,   the   lagoons   become   oxygen   deficient   making   the   lagoons   anaerobic   (as   algae   can   no   longer   produce   oxygen   due   to   low   light,   and   oxygen   is   no   longer   available   from   the   atmosphere),   but   return   to   their   facultative   state   in   the   spring   when   the   ice   melts.
In   warm   months,   algae   cause   an   increase   in   the   pH   of   the   lagoons   which   causes   ammonia   to   volatilize   from   the   water.
3.3.1.5
Effluent Discharge
Effluent   leaving   the   lagoons   is   measured   by   a   flow   meter   on   the   effluent   pipe   that   discharges   to   the   Nonquon
River.
Prior   to   discharge,   the   effluent   is   analyzed   and   further   phosphorus   reduction   can   be   achieved   if   necessary   by   direct   application   of   alum   to   the   lagoons   by   boat.
Discharge   to   the   Nonquon   River   occurs   between   September   1   and   June   30.
Discharge   is   not   permitted   in   July   and
August   mainly   due   to   low   river   levels   and   since   it   is   a   period   of   high   algae   activity   which   can   elevate   the   concentration   of   suspended   solids   in   the   effluent.
3.3.1.6
Sampling and Analyses
Effluent   samples   are   taken   three   times   weekly,   starting   one   week   prior   to   and   during   the   discharge   period.
Samples   are   analyzed   to   confirm   compliance   with   the   discharge   limits   established   by   the   MOE   to   protect   the   receiving   stream   environment.
Analyses   are   performed   weekly   by   qualified   plant   staff   at   the   Uxbridge   Brook
Water   Pollution   Control   Plant   as   a   well   as   the   accredited   Regional   Environmental   Laboratory   at   the   Duffin   Creek
WPCP   for   5 ‐ day   biochemical   oxygen   demand   (BOD
5
),   total   suspended   solids   (TSS),   total   phosphorus   (TP),   ammonia ‐ nitrogen,   pH,   and   temperature.
The   Nonquon   River   WPCP   is   remotely   operated   from   the   Uxbridge
Brook   WPCP   and   through   daily   operator   visits.
3.3.2
Existing
Effluent   Requirements
The   current   lagoon ‐ based   treatment   plant   performs   well   at   removing   organic   matter,   suspended   solids   and   phosphorus,   but   is   not   specifically   designed   to   remove   ammonia.
However,   some   ammonia   removal   occurs   during   the   summer   and   fall   when   photosynthetic   algae   uptake   nitrogen   in   the   form   of   ammonium.
Photosynthesis   also   increases   the   pH   of   the   lagoon   which,   in   combination   with   higher   air   temperatures,   causes   a   small   and   variable   amount   of   ammonia   gas   volatilization   from   the   lagoon   surfaces.
In   general,   the   existing   treatment   system   will   not   be   able   to   effectively   treat   significantly   higher   volumes   of   wastewater   in   the   future,   because   increased   wastewater   flow   rates   would   result   in   shorter   retention   times   for   lagoon   treatment   and   insufficient   storage   capacity   for   seasonal   discharge.
3.3.2.1
Certificate of Approval
The   operating   requirements   for   wastewater   treatment   facilities,   including   capacity   and   effluent   quality   objectives   and   compliance   limits,   are   identified   in   a   facility’s   Certificate   of   Approval   (C   of   A)   issued   by   the   Ontario   Ministry   of   the   Environment.
These   C   of   A’s   are   amended   from   time   to   time   depending   on   upgrades   and   expansions   to   the
3-2 409001_WBG081712022237TOR

3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY wastewater   treatment   facilities.
C   of   A’s   also   describe   operational   conditions   in   addition   to   compliance   water   quality   criteria,   such   as   plant   treatment   capacity,   discharge   flow   rates   and   periods,   flow   measurement,   and   sampling   and   analyses   requirements.
C   of   A’s   are   currently   being   phased   out,   and   in   their   place,   the   MOE   is   introducing   Environmental   Compliance   Approvals   (ECA’s).
The   MOE   issued   a   C   of   A   for   the   Nonquon   River   WPCP   for   the   most   recent   expansion   of   the   WPCP   to   its   current   rated   capacity   of   3,870   m
3
/day   in   2000.
However,   the   discharge   from   the   WPCP   exceeded   the   C   of   A   compliance   limits   with   respect   to   ammonia   on   a   number   of   occasions.
Between   2003   and   2008,   the   Region   undertook   several   studies   to   resolve   the   ammonia   exceedances.
Based   on   the   results   of   these   studies,   the   Region   proposed   modifications   to   the   effluent   discharge   period   and   rates   as   a   means   of   achieving   compliance.
These   proposed   modifications   were   approved   by   the   MOE   in   June   2009   through   an   Amended   Certificate   of   Approval.
Recent   amendments   to   the   Environmental   Protection   Act   and   the   Ontario   Water   Resources   Act   came   into   effect   fall   2011,   which   replaced   the   C   of   A   with   an   Environmental   Compliance   Approval   (ECA).
A   single   ECA   addresses   all   of   a   project’s   emissions,   discharges   and   wastes   which   were   previously   covered   in   individual   C   of   A’s.
Future   C   of   A   amendments   for   the   Nonquon   River   WPCP   would   be   covered   under   an   ECA.
The   studies   undertaken   by   the   Region   between   2003   and   2008   to   resolve   the   ammonia   exceedances   are   summarized   as   follows:

Nonquon   River   WPCP   Performance   Assessment   (December   2003)   –   In   2003,   a   comprehensive   review   was   undertaken   of   the   design,   operation   and   performance   of   the   expanded   Nonquon   River   WPCP   in   an   effort   to   address   the   ammonia   exceedances.
The   review   found   that   optimization   of   the   WPCP   process   (i.e.
operational   modifications)   would   not   likely   enable   the   WPCP   to   meet   the   effluent   ammonia   compliance   limits,   and   that   the   construction   of   additional   treatment   works   would   likely   be   required   to   bring   the   WPCP   into   compliance.
The   additional   works   considered   included   conversion   of   the   aerated   cells   to   the   extended   aeration   activated   sludge   process,   or   the   addition   of   a   separate   treatment   stage   to   achieve   nitrification   (ammonia   removal).
The   estimated   costs   of   the   additional   treatment   works   ranged   from   $1,000,000   to   $6,000,000.
The   results   of   the   review   were   issued   in   a   December   2003   report   entitled   “Nonquon   River   WPCP   Performance   Assessment   and
Upgrade   Options   to   Achieve   Year   Round   Ammonia   Nitrogen   Removal”.

Nonquon   River   Assimilative   Capacity   Assessment   (July   2004)   –   An   assessment   of   the   Nonquon   River   assimilative   capacity   was   undertaken   to   examine   the   implications   of   expanding   the   Nonquon   River   WPCP   to   the   planned   second   phase   capacity   of   4,550   m
3
/day   and   beyond.
The   assessment   concluded   that   the
Nonquon   River   is   a   MOE   “Policy   2”   receiver   for   phosphorus   and   dissolved   oxygen,   and   that   the   river   has   limited   assimilative   capacity   for   all   critical   water   quality   parameters.
The   assessment   also   concluded   that   the   flows   in   the   Nonquon   River   during   the   summer   months   were   likely   too   low   to   permit   the   discharge   of   treated   effluent.
The   results   of   the   assessment   were   issued   in   a   July   2004   Technical   Memorandum   entitled
“Assimilative   Capacity   Assessment   of   the   Nonquon   River”.

Evaluation   of   Nonquon   River   WPCP   Upgrade   Alternatives   (March   2005)   –   A   review   of   potential   treatment   technologies   for   ammonia   and   phosphorus   removal   at   the   Nonquon   River   WPCP   was   issued   in   a   March   2005
Technical   Memorandum   entitled   “Evaluation   of   Upgrade   Alternatives   for   the   Nonquon   River   WPCP”.
The   review   identified   breakpoint   chlorination   as   the   preferred   option   for   ammonia   removal,   and   shallow   bed   gravity   filtration   as   the   preferred   option   for   phosphorus   removal.

Breakpoint   Chlorination   Pilot   Testing   (April   2005)   –   Bench ‐ scale   pilot   tests   undertaken   on   effluent   from   the
Nonquon   River   WPCP   in   the   spring   of   2005   confirmed   that   breakpoint   chlorination   was   a   feasible   technology   for   ammonia   removal.
The   results   of   the   testing   were   issued   in   an   April   2005   report   entitled   “Breakpoint
Chlorination   of   Nonquon   River   WPCP   Effluent:   Bench ‐ Scale   Testing”.

Nonquon   River   Monitoring   and   Modelling   Program   (March   2007)   –   Flow   measurements,   water   quality   tests,   benthic   analyses,   mass   balance   modelling,   and   CORMIX   modelling   were   undertaken   on   the   Nonquon   River   to   assess   the   potential   impacts   of   discharging   treated   effluent   from   the   Nonquon   River   WPCP   at   the   planned   second   phase   capacity   of   4,550   m
3
/day.
The   study   confirmed   that   the   Nonquon   River   is   an   MOE   “Policy   2”
409001_WBG081712022237TOR 3-3

3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY receiver   for   phosphorus   and   dissolved   oxygen,   and   has   limited   assimilative   capacity   for   all   critical   water   quality   parameters.
The   study   also   concluded   that   it   would   likely   be   possible   to   extend   the   discharge   period   and   modify   the   discharge   rates   to   optimize   the   assimilative   capacity   of   the   Nonquon   River.
The   study   results   were   issued   in   a   March   2007   report   entitled   “Monitoring   and   Modelling   Program   for   Nonquon   River”.

Assessment   of   Nonquon   River   WPCP   Storage   Capacity   (March   2007)   –   A   March   2007   report   entitled
“Nonquon   River   WPCP   Assessment   of   Lagoon   Storage”   utilized   mass   balance   calculations   to   determine   that   the   total   maximum   storage   capacity   of   the   existing   Nonquon   River   WPCP   is   approximately   630,000   m
3
.

Nonquon   River   WPCP   Strategies   (May   2007)   –   A   May   2007   report   entitled   “Nonquon   River   WPCP   Short   and
Long   Term   Strategies”   presented   a   short ‐ term   strategy   to   alleviate   storage   concerns   at   the   Nonquon   River
WPCP,   and   a   long ‐ term   strategy   to   accommodate   the   discharge   of   effluent   to   the   Nonquon   River   from   the   planned   second   phase   of   expansion   to   4,550   m
3
/day.
The   short ‐ term   strategy   involved   a   temporary   increase   in   effluent   discharge   volumes   during   the   months   of   May   and   June,   and   the   long ‐ term   strategy   involved   modifications   to   the   effluent   discharge   period   and   rates   to   optimize   the   assimilative   capacity   of   the   Nonquon
River.
The   long ‐ term   strategy   also   required   the   provision   of   additional   treatment   works   to   reduce   ammonia   levels,   such   as   breakpoint   chlorination.

Nonquon   River   WPCP   Interim   Solution   (May   2008)   –   Due   to   concerns   expressed   by   local   residents   regarding   the   breakpoint   chlorination   process,   it   was   apparent   by   the   spring   of   2008   that   a   Class   EA   would   be   required   to   examine   alternatives   to   address   the   ammonia   compliance   issue   at   the   Nonquon   River   WPCP.
However,   an   interim   solution   to   the   ammonia   issue   would   be   required   until   the   Class   EA   could   be   completed   and   the   recommendations   implemented.
Therefore,   a   May   2008   report   entitled   “Nonquon   River   WPCP   Interim
Solution   for   Discharge   of   Existing   Wastewater   Flows”,   proposed   modifications   to   the   effluent   discharge   period   and   rates   to   support   an   Amended   C   of   A.

Changes   to   Nonquon   River   WPCP   Effluent   Discharge   (September   2008)   –   A   September   2008   Technical
Memorandum   entitled   “Proposed   Changes   to   Nonquon   River   WPCP   Effluent   Discharge   Scenario”   summarized   the   proposed   effluent   flows   and   loadings   in   support   of   an   Amended   C   of   A.
Complete   versions   of   the   above ‐ noted   studies   are   available   on   the   project   website
(www.PortPerryWastewaterEA.com).
Table   3 ‐ 3   summarizes   the   effluent   design   objectives   and   compliance   limits   for   the   amended   C   of   A   for   Nonquon
River   WPCP   based   on   an   average   rated   flow   capacity   of   3,870   m
3
/day   (Phase   1).
Table   3 ‐ 4   summarizes   the   effluent   design   objectives   and   compliance   limits   for   the   amended   C   of   A   based   on   an   average   rated   flow   capacity   of
4,550   m
3
/day   (Phase   2).
1
TABLE   3 ‐ 3
Nonquon   River   WPCP   Current   C   of   A   Effluent   Objectives   and   Limits   at   3,780   m
3
/day   (Phase   1)
Parameter   Existing   Design   Objective   Existing   Compliance   Limit
Total   Suspended   Solids
5 ‐ day   Biochemical   Oxygen   Demand   (cBOD
5
)
Total   Ammonia   Nitrogen
11   mg/L
8   mg/L
2.1
to   8.6
mg/L   (varies   monthly)
12   mg/L
10   mg/L
–
Total   Phosphorus   0.21
mg/L   0.3
mg/L
1
Effluent   objectives   are   defined   as   the   criteria   at   which   a   facility   is   designed   and   must   operate,   while   the   compliance   limits   are   those   that   must   be   met   on   a   yearly   or   monthly   basis.
3-4 409001_WBG081712022237TOR

3 EXISTING WASTEWATER TREATMENT PROCESSES AND CAPACITY
TABLE   3 ‐ 4
Nonquon   River   WPCP   Current   C   of   A   Effluent   Objectives   and   Limits   at   4,550   m
3
/day   (Phase   2)
Parameter   Existing   Design   Objective   Existing   Compliance   Limit
Total   Suspended   Solids   6   mg/L   10   mg/L
5 ‐ day   Biochemical   Oxygen   Demand   (cBOD
5
)
Total   Ammonia   Nitrogen
Total   Phosphorus
3   mg/L
2.1
to   8.6
mg/L   (varies   monthly)
0.15
mg/L
5   mg/L
3   to   10   mg/L   (varies   monthly)
0.3
mg/L
3.3.3
Future Effluent Discharge Requirements
The   existing   effluent   quality   from   the   WPCP   and   the   water   quality   of   the   Nonquon   River   have   been   characterized.
Future   effluent   discharge   requirements   were   identified   based   on:   a)   future   wastewater   capacity   requirements;   b)   the   existing   effluent   quality   at   the   Nonquon   River   WPCP;   and   c)   the   receiving   water   (Nonquon   River)   quality.
The   current   Class   EA   study   considers   wastewater   capacity   requirements   for   the   planning   cycle   to   the   year   2031   but   also   anticipates   future   wastewater   flows   and   possible   effluent   discharge   requirements   for   the   “full   build ‐ out”   of   the   Port   Perry   Urban   Area   to   facilitate   the   EA   process   for   future   WPCP   expansions.
One   objective   of   this   Class   EA   study   is   to   examine   advanced   treatment   options   which   decrease   ammonia   concentrations   in   the   effluent.
In   addition,   effluent   disinfection   requirements   were   also   considered   as   the
Amended   C   of   A   stipulated   that   these   requirements   need   to   be   assessed   before   MOE   can   consider   an   increase   in   plant   capacity   beyond   3,870   m
3
/day.
Future   wastewater   flows   and   loads   and   proposed   effluent   limits   are   discussed   in   Section   5.
409001_WBG081712022237TOR 3-5