HomeMy WebLinkAboutMunicipality of Bayham Sanitary Sewage Capacity Study 2020 SANITARY SEWAGE CAPACITY STUDY
EDEN, STRAFFORDVILLE, VIENNA, PORT BURWELL
PREPARED FOR:
MUNICIPALITY OF BAYHAM
BY:
CJDL
Consulting EnginEErs
1703
04 May 2020
CJ L
CYRIL J. DEMEYERE LIMITED
John D.Wiebe,P.Eng. Andrew Gilvesy,P.Eng.
Consulting Engineers Peter J.Penner,P.Eng. Deren Lyle,P.Eng.
261 Broadway,P.O. Box 460,Tillsonburg,ON N4G 4H8 T.519-688-1000 F:519-842-3235 www.cjdleng.com
04 May 2020
SANITARY SEWAGE CAPACITY STUDY
EDEN, STRAFFORDVILLE, VIENNA, PORT BURWELL
MUNICIPALITY OF BAYHAM
1.0 OVERVIEW
The Municipality of Bayham has retained CJDL to complete an updated sanitary sewage study to assess
the reserve capacity and critical time frame for future expansion to accommodate ongoing growth. This
assessment includes a review of the sewage treatment plant capacity,trunk sewer capacities and
individual pumping station capacities within the Villages of Port Burwell,Vienna, Straffordville and Eden.
Potential problem areas along with possible improvements and time frames will also be identified.
2.0 PORT BURWELL WASTEWATER TREATMENT PLANT
The Port Burwell Wastewater Treatment Plant (WWTP) services the sanitary discharge from portions of
the Villages of Eden, Straffordville,Vienna and Port Burwell within the Municipality of Bayham.
2.1 DESIGN CAPACITY
The existing Port Burwell WWTP was upgraded in 2001 to a parallel stream Sequencing Batch Reactor
(SBR) as designed by Acres&Associated Environmental Limited (Acres). Following the completion of
upgrades to the main treatment plant,further enhancements were completed on the exfiltration gallery
and effluent outfall in 2005 to relieve saturation of the surrounding grounds. In 2018, the aeration
blowers and sludge management system were upgraded.The WWTP currently operates under Ministry
of the Environment, Conservation and Parks Environmental Compliance Approval (ECA) #6422-AVYQJX
(included in Appendix C) and was designed with the criteria as listed in Table 1.
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Consulting Engineers
Table 1 Port Burwell WWTP Design Criteria
Description Value
Design Population 2,337*
Per Capita Flow
(Includes Infiltration & Inflow Allowance) 454 L/person/day
Harmon Peaking Factor 3.55
ECA Average Daily Flow 1,060 m3/day
Peak Flow Rate 43.55 L/s
Plant Hydraulic Capacity 3,763 m3/day
*The design population is based on the following breakdown for serviced communities: Vienna—430,
Straffordville—825, Eden—200 and Port Burwell—882=2,337 Total
2.2 EXSITING OPERATIONS
The current WWTP operations and percentage of maximum operating capacity can be summarized by
reviewing the existing populations within the serviced communities and the recorded sewage flows. The
WWTP was designed to service only the existing population at the time, however the assumptions made
within this design were very conservative to allow for the capacity necessary to handle future growth.
Figure 1 below shows an overview of the WWTP flow data over the past 10 years.
Port Burwell WWTP Capacity Overview
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900
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800
3000
700
2500
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1500
300
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Year
Average Annual Daily Flow t Maximum Annual Daily Flow t W WFP Design Average Daily Flow Capacity
--0—WWTP Max Hydraulic Capcacity Annual Rainfall ......•••Average Daily Flow PolyTrendline
......•••Max Daily Flow PolyTrendline Annual Rainfall PolyTrendline
Figure 1 Port Burwell WWTP Capacity Overview
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Consulting Engineers
Based on the flow data shown in Figure 1 above,the average annual daily flow appears to be increasing
linearly at a slow rate.The maximum annual daily flow varies significantly from year to year.There
appears to be a trend of heavy rainfall years resulting in greater maximum annual daily flow values, but
this is not always the case.The maximum annual daily flow appears to be the more inconsistent
parameter in predicting the operating capacity of the WWTP. It should be noted these trends and
estimations have vary greatly and produce a degree of uncertainty in analyzing the capacity of the
WWTP.
The average of the past ten (10)years of recorded flow data (Appendix A) are summarized below in
Table 2.
Table 2 Port Burwell WWTP 10-Year Average Flow Data
Description Average
Average Daily Flow(m3/day) 655.7
Maximum Daily Flow (m3/day) 1,824.6
ECA Average Daily Flow(m3/day) 1,060.0
Plant Maximum Hydraulic Capacity(m3/day) 3,763.0
ECA Average Daily Flow 61.9
Max. Hydraulic Capacity 48.5
By referring to Table 2 above, it can be observed that the WWTP has been operating at approximately
61.9%of the ECA average daily flow and 48.5%of the maximum hydraulic capacity on average over the
past 10 years.The average daily flow of approximately 656 m3/day for the estimated current serviced
population of 3,240 people (Shown in Appendix B) results in an average Per Capita Flow(including
infiltration and inflow allowance) of 202 L/person/day.This Per Capita Flow, representing the actual
sewage flow characteristics for the Municipality of Bayham, is significantly lower than the 454
L/person/day used in the design of the WWTP.The MECP recommends that sewage treatment plants be
designed for 225 to 450 L/person/day. A design value of 233 L/person/day(203 x 1.15)satisfies both the
MECP and existing conditions with a 15%contingency.
Table 3 below, summarizes the current plant utilization (2020) based on a design per capita flow rate of
233 L/person/day and the estimated 2020 servicing population for Eden, Straffordville, Vienna and Port
Burwell. The 2020 estimated servicing population was determined by extrapolating servicing
populations from the 2006 census data used in CJDL Consulting Engineer's 2009 Bayham Capacity Study
based on growth rates in the 2011 and 2016 census data (approximately 1.2% per year). For further
details regarding the determined servicing populations for each year, please see Appendix B.
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Consulting Engineers
Table 3 Port Burwell WWTP Current Utilization (2020)
Description Value
Population 3,240
Per Capita Flow
233.0
(Including Infiltration & Inflow Allowance)
Average Daily Flow 754.0 m3/day
Harmon Peaking Factor 3.4
Maximum Daily Flow 2,574.1 m3/day
ECA Average Daily Flow 1,060.0 m3/day
Plant Maximum Hydraulic Capacity 3,763.0 m3/day
ECA Average Daily Flow 71.1
Max. Hydraulic Capacity 68.4
As shown above in Table 3,the Port Burwell WWTP is currently operating at approximately 71.1%of the
Environmental Compliance Approval (ECA) average daily flow and 68.4%of the maximum hydraulic
capacity of the plant.
2.3 LOADING PARAMETERS
The WWTP was designed to accommodate treatment of influent with theoretical design parameters as
shown in Table 4.
Table 4 Port Burwell WWTP Design Parameters
Design Parameter Influent Concentration (mg/L)
Biochemical Oxygen Demand (BOD) 200
Total Suspended Solids (TSS) 200
Phosphorous 11
The quality of the influent entering the WWTP through the municipal collection system can affect the
treatment capacity of the plant. If the sewage exceeds the design values excessively in any one loading
parameter,the treatment process may require increased treatment time,thereby decreasing the
effective capacity of the WWTP.
Figure 2 below shows an overview of the WWTP influent loading over the past 10 years.
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Consulting Engin-5
Port Burwell WWTP Loading Overview
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--♦—Design Influent Phosphorous ......••• Actual Influent BOD Poly Trendline
......••• Actual Influent T5S Poly Trendline .••••.••• Actual Influent Phosphorous Poly-rrendline
Figure 2 Port Burwell WWTP Loading Overview
Based on the influent loading data shown above in Figure 2 the BOD average annual influent
concentrations appear to remain relatively constant around 200 mg/L.The average annual influent
Phosphorous loading appears to vary over time,with the last 4 years being lower in concentration that
the previous 6 years.The average annual influent TSS concentrations were more than 3 times greater
than the design concentration (200 mg/L) in 2010 and have since been decreasing where they have
remained relatively constant around the design concentration for the past 4 years. With the large
variation in concentration data, and the fact these values are averaged over each year,there is a degree
of uncertainty with any trend predictions from this data.
The average influent parameters for the past ten (10) years are shown in Table S.
Table 5 Port Burwell 10-Year Average Influent Parameters
Design Parameter Average Influent Concentration (mg/L)
Biochemical Oxygen Demand (BOD) 223.7
Total Suspended Solids(TSS) 219.4
Phosphorous 5.3
The 10-year average influent data has approximately 10%greater average influent concentrations in
BOD and TSS than the design influent concentrations.The Factor of Safety in the design of the WWTP
may more than handle this variance in inflow concentrations. Although the average influent
concentration is greater than the design influent concentration,there have been upgrades completed to
the aeration blowers,which may have also increased the WWTP capacity.The main governance of the
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Consulting Engineers
WWTP's capability to handle the influent sanitary flow concentrations is based on the monitoring of the
effluent concentrations. Based on the Municipality of Bayham's annual effluent reporting,the WWTP
has been capable of meeting the effluent ECA limits.This is supported by a review of the latest MECP
Inspection Report(Appendix D)that indicates an overall compliance to the requirements in the
Environmental Compliance Approval.
2.4 SEPTAGE RECEIVING STATION
The existing septage receiving station for the Port Burwell WWTP has been decommissioned and as
such, will not have an impact on the current or future capacity of the plant.
2.5 FUTURE CAPACITY—2030
As detailed in Appendix B,the servicing population in 2020 was determined by extrapolating the annual
growth rate from the 2006 to 2011 census against the 2006 servicing populations provided in CJDL
Consulting Engineer's 2009 Bayham Capacity Study. From this extrapolated population,the annual
growth rate of 1.2% (annual growth rate from 2011 to 2016 census)was used to determine the servicing
population for the current year(2020).The 1.2%annual growth rate determined was used to estimate
the servicing populations for the Municipality of Bayham ten (10)years from now, in the year 2030.The
total serviced population calculated for the year 2030 was 3,650 people.
Table 6 below summarizes the usage of the Port Burwell WWTP for the year 2030.
Table 6 Port Burwell WWTP Future Utilization (2030)
Description Value
Population 3,650
Per Capita Flow
(Including Infiltration & Inflow Allowance) 233.0 L/person/day
Average Daily Flow 849.4 m3/day
Harmon Peaking Factor 3.4
Maximum Daily Flow 2,861.5 m3/day
ECA Average Daily Flow 1,060.0 m3/day
Plant Maximum Hydraulic Capacity 3,763.0 m3/day
ECA Average Daily Flow 80.1
Max. Hydraulic Capacity 76.0
Based on growth projections and past performance data, the Port Burwell WWTP will be able to operate
in the year 2030 at approximately 80.1%of the ECA average daily flow and 76.0%of the maximum
hydraulic capacity of the plant.
2.6 INFILTRATION
The MECP recommends that sewage treatment plants are designed for 225 to 450 L/person/day plus an
allowance for infiltration and inflow. Flow data collected from the WWTP for the past ten (10) years
indicates that on average the plant receives only 202 L/person/day. However,there does appear to be a
correlation in the historical flow data of an increase in inflow during wet weather months.The plant
operators have been able to ensure that, on average,the effluent during these wet weather months has
met the requirements of the ECA. Within the MECP Inspection Report in Appendix D,there was an
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Consulting Engineers
incident of by-passing both pumping stations in Port Burwell due to heavy rain, although this was not a
by-pass of the WWTP, it is worth noting.
In summary,the inflow from stormwater runoff, groundwater and residential sump pumps is a concern
in Port Burwell, but has been controlled by the plant staff and limited by station capacity to effectively
mitigate the peaks in flow to ensure the effluent meets all ECA requirements. It may be beneficial for
the Municipality to investigate sources of inflow and initiate a program to eliminate them in order to
reduce peak flows to the WWTP.This is further supported by the maximum annual daily flows being
larger during wet weather years most of the time. An additional option, if found to be optimal, would be
to construct flow balancing tanks ahead of the pumping stations that supply the WWTP, although this
may be a costly alternative.
2.7 FUTURE CAPACITY—BEYOND 2030
If the future growth rate is assumed to be equal to the 1.2 % used in previous calculations, the
maximum hydraulic capacity at the Port Burwell WWTP will be exceeded in the year 2056. Based on
typical timelines of 3 to 5 year for plant expansion or upgrades,the Municipality of Bayham should
develop a long-term plan once the facility reaches 90%of the average daily flow capacity in the year
2039. It should be noted this growth rate can vary greatly based on infill developments and changes
over time.
2.8 AREAS OF CONCERN
The Port Burwell WWTP is regularly reviewed by the MECP for compliance with the Environmental
Compliance Approval and a copy of the latest Inspection Report is included in Appendix D. As recorded
in the latest MECP Inspection Report,the effluent quality parameters were met, but there was an
incident of objective exceedance for total suspended solids (TSS), phosphorous and nitrogen due to cold
weather creating a loss in efficiency of treatment. The report indicated no anticipated human health
impacts, no anticipated environmental impacts and no indications for environmental impairment.
This study has found the main concern with the WWTP capacity is the increase in maximum daily flow
that appears to occur during most wet weather conditions, as shown in Figure 1.Apart from this
apparent trend,there does not appear to be any other potential problem areas that may arise in the
near future regarding the Port Burwell WWTP, provided the Municipality of Bayham is able to ensure
cold weather treatment issues are mitigated.
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Consulting Engineers
3.0 PUMPING STATIONS
The Municipality of Bayham's four(4) serviced or partially serviced communities rely on eight (8)
pumping stations to transfer sewage from within individual communities ultimately to the Port Burwell
Wastewater Treatment Plant (WWTP). Sanitary flows are generally conveyed from within Eden to
Straffordville, within Straffordville to Vienna,within Vienna to Port Burwell and from within Port Burwell
to the Port Burwell WWTP.
3.1 EDEN (PUMPING STATION NO.1)
A single pumping station serves the Hamlet of Eden.The pumping station is located on the West side of
Plank Road, approximately 340 meters South-West of Eden Line. It was designed by Acres &Associated
(2000) to handle a peak sewage flow of 4.0 L/s (346 m3/day) but was ultimately built with a capacity of
7.0 L/s (605 m3/day). It is equipped with two (2) pumps, one being a duty pump and the other a standby
pump. This pumping station operates under MECP Environmental Compliance Approval #6422-AVYQJX
(Appendix C).This pumping station is equipped with a flow meter.
A drawing illustrating the sewage collection system in Eden is included as Figure 1.
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Consulting C-ngin—s
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Consulting Engineers
3.1.1 DESIGN CAPACITY
Table 7 Pumping Station No.1 (Eden) Design Criteria
Description Value
Design Population (2000) 200
Per Capita Flow Rate
(Includes Infiltration and Inflow Allowance) 454 L/person/day
Average Daily Flow 91 m3/day
Harmon Peaking Factor 3.8
Peak Flow 346 m3/day
Pumping Station Capacity 7.0 L/s (605 m3/day)
3.1.2 EXISTING CONDITIONS
Table 8 Pumping Station No.1 (Eden) Current Utilization (2020)
Description Value
Population (2020) 231
Recorded Average Flow Rate (2010-2019) 74.9 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 299.7 m3/day
Max. Capacity 605 m3/day
Max. Capacity 49.5
From Table 8 above, it can be observed that Pumping Station No.1 is currently operating at
approximately 49.5 %of its maximum capacity. Based on the recorded flow data for the pumping station
in Eden and estimated servicing populations,this community contributes a higher Per Capita Flow (324
L/person/day) than the Municipality does as a whole (202 L/person/day). For evaluating the future
capacity of the pumping station, a Per Capita Flow of 373 L/person/day should be used.This equates to
324 L/person/day x 1.15 (factor of safety).
3.1.3 FUTURE CONDITIONS
The future servicing population of Eden for the year 2030 was calculated using the same assumed
growth rate of 1.2 % annually.
Table 9 Pumping Station No.1 (Eden) Future Utilization (2030)
Description Value
Population (2030) 260
Per Capita Flow Rate 373.0 L/person/day
(Includes Infiltration & Inflow Allowance)
Estimated Average Daily Flow 97.0 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 387.9 m3/day
Max. Capacity 605 m3/day
Max. Capacity 64.1
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Consulting Engin-5
For the year 2030, Pumping Station No.1 was calculated to be operating at approximately 64.1%of its
maximum capacity. Should municipal water be extended to Eden,the anticipated growth rate should be
re-evaluated and in turn,the capacity of the sewage pumping station that services the community.
3.1.4 SUMMARY
The pumping station in Eden is currently operating at approximately 49.5 %of its maximum capacity and
is more than capable of serving the community in the future design year of 2030. If growth continues at
the 1.2%annual rate used,the pumping station would have sufficient capacity up to 2067. It should be
noted this is a distant projection and the population growth rate and Per Capita Flow will vary over time.
3.2 STRAFFORDVILLE (PUMPING STATION NO. 2)
Pumping Station No. 2 is located within Straffordville on the East side of Plank Road and approximately
45 meters North of First Street.This pumping station handles the sewage flows in the surrounding area
of Straffordville and conveys the flows from Eden to Pumping Station No. 5.The pumping station was
designed by Acres&Associated (2000) and currently operates under MECP Environmental Compliance
Approval#6422-AVYQJX(Appendix Q. Pumping Station No. 2 is not equipped with a flow meter.
A drawing illustrating the sewage collection system in Straffordville is included as Figure 2.
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Consulting Engineers
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Figure 4 Straffordville Sanitary Sewer Plan
CJDL Page 12
Consulting Engineers
3.2.1 DESIGN CAPACITY
Pumping Station No. 2 has a design capacity of 22.5 L/s (1,944 m3/day).Additional design parameters
were not readily available.
3.2.2 EXISTING CONDITIONS
Table 10 Pumping Station No.2(Straffordville)Current Utilization (2020)
Description Value
Population (2020) 952
Average Daily Pump Run Time 2.0 Hrs/Day
Average Flow Rate 158.0 m3/day
Harmon Peaking Factor 3.8
Estimated Peak Flow 602.4 m3/day
Max. Capacity 1,944.0 m3/day
% Max. Capacity 31.0%
Pumping Station No. 2 is currently operating at approximately 31.0%of its maximum capacity. Based on
the estimated flow data from the Municipality and estimated servicing populations,the serviced
population for this pumping station contributes a lower Per Capita Flow (166.0 L/person/day)than the
Municipality does as a whole (202 L/person/day). For evaluating the future capacity of the pumping
station, a Per Capita Flow of 225 L/person/day should be used.This is the minimum recommended Per
Capita Flow rate to be used as per MECP guidelines. It is worth noting this is a conservative approach, as
the Per Capita Flow based on the average flow calculations is much lower(166.0 L/person/day).
3.2.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 2 for the year 2030 was calculated using the
same assumed growth rate of 1.2%annually.
Table 11 Pumping Station No.2 (Straffordville) Future Utilization (2030)
Description Value
Population (2030) 1,072
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 225.0 L/person/day
Estimated Average Daily Flow 241.2 m3/day
Harmon Peaking Factor 3.8
Estimated Peak Flow 911.8 m3/day
Max. Capacity 1,944.0 m3/day
% Max. Capacity 46.9%
For the year 2030, Pumping Station No. 2 was calculated to be operating at approximately 46.9%of its
maximum capacity.
CJDL Page 13
Consulting Engineers
3.2.4 SUMMARY
Pumping Station No. 2 in Straffordville is currently operating at approximately 31.0%of its maximum
capacity and is more than capable of serving the local community in the future design year of 2030. If
growth continues at the 1.2%annual rate used,the pumping station would have sufficient capacity up
to 2099. It should be noted this is a very distant projection and the population growth rate and Per
Capita Flow will vary over time.
3.3 STRAFFORDVILLE (PUMPING STATION NO. 3)
Pumping Station No. 3 is located within Straffordville on the East side of Garner Road at the intersection
of Garner Road and Wardwalk Line.This pumping station only handles the sewage flows in the
surrounding area of Straffordville and conveys them to Pumping Station No. 2.This pumping station was
designed by Acres &Associated (2000) and currently operates under MECP Environmental Compliance
Approval#6422-AVYQJX(Appendix Q. Pumping Station No. 3 is not equipped with a flow meter.
3.3.1 DESIGN CAPACITY
Pumping Station No. 3 has a design capacity of 1.7 L/s (147 m3/day).Additional design parameters were
not readily available.
3.3.2 EXISTING CONDITIONS
Table 12 Pumping Station No.3(Straffordville)Current Utilization (2020)
Description Value
Population (2020) 118
Average Daily Pump Run Time 1.6 Hrs/Day
Average Flow Rate 9.9 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 39.4 m3/day
Max. Capacity 147.0 m3/day
% Max. Capacity 26.8%
Pumping Station No. 3 is currently operating at 26.8%of its maximum capacity. Based on the estimated
flow data from the Municipality and extrapolated servicing populations,the serviced community for this
pumping station contributes a much lower Per Capita Flow (84 L/person/day)than the Municipality does
as a whole (202 L/person/day). It should be noted that altering the serviced population slightly will alter
the results greatly. For evaluating the future capacity of the pumping station, a Per Capita Flow of 225
L/person/day should be used.This is the minimum recommended Per Capita Flow rate to be used as per
MECP guidelines. It is worth noting this is a conservative approach, as the Per Capita Flow based on the
average flow calculations is much lower(84 L/person/day).
3.3.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 3 for the year 2030 was calculated using the
same assumed growth rate of 1.2%annually.
CJDL Page 14
Consulting Engineers
Table 13 Pumping Station No.3 (Straffordville) Future Utilization (2030)
Description Value
Population (2030) 132
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 225.0 L/person/day
Estimated Average Daily Flow 29.7 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 118.8 m3/day
Max. Capacity 147 m3/day
Max. Capacity 80.8
For the year 2030, Pumping Station No. 3 was calculated to be operating at approximately 80.8%of its
maximum capacity.
3.3.4 SUMMARY
Pumping Station No. 3 in Straffordville is currently operating at approximately 26.8%of its maximum
capacity and is capable of servicing its population in the future design year 2030, according to the
estimated servicing population. If growth continues at a constant 1.2 %annually,the pumping station
would have sufficient capacity up to 2048. It should be noted this is a distant projection and the
population growth rate and Per Capita Flow will vary over time. Monitoring pump run times by the
operator will be needed to best recognize when the station is nearing capacity due to the small servicing
population and low per capita flow rate.
3.4 STRAFFORDVILLE (PUMPING STATION NO.4)
Pumping Station No. 4 is located within Straffordville on the North side of Heritage Line E.,
approximately 200 meters West of the intersection of Heritage Line E. and Tollgate Road.This pumping
station only handles the sewage flows of the small surrounding area and conveys them to Pumping
Station No. 2.This pumping station was designed by Acres &Associated (2000)and currently operates
under MECP Environmental Compliance Approval#6422-AVYQJX(Appendix C). Pumping Station No.4 is
not equipped with a flow meter.
3.4.1 DESIGN CAPACITY
Pumping Station No.4 has a design capacity of 1.95 L/s (168 m3/day).Additional design parameters
were not readily available.
3.4.2 EXISTING CONDITIONS
Table 14 Pumping Station No.4(Straffordville)Current Utilization (2020)
Description Value
Population (2020) 37
Average Daily Pump Run Time 1.5 Hrs./Day
Average Flow Rate 10.3 m3/day
Harmon Peaking Factor 4.0
Peak Flow 41.0 m3/day
Max. Capacity 168 m3/day
Max. Capacity 24.4
CJDL Page 15
Consulting Engineers
Pumping Station No. 4 is currently operating at 24.4%of its maximum operating capacity. Based on the
estimated flow data from the Municipality and extrapolated servicing populations,the serviced
community for this pumping station contributes a higher Per Capita Flow(277 L/person/day)than the
Municipality does as a whole (202 L/person/day). It should be noted that slightly changing the serviced
population vastly alters the results. For evaluating the future capacity of the pumping station, a Per
Capita Flow of 319 L/person/day should be used. This equates to 277 L/person/day x 1.15 (factor of
safety).
3.4.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 4 for the year 2030 was calculated using the
same assumed growth rate of 1.2%annually.
Table 15 Pumping Station No.4(Straffordville) Future Utilization (2030)
Description Value
Population (2030) 42
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 319.0 L/person/day
Estimated Average Daily Flow 13.4 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 53.6 m3/day
Max. Capacity 168.0 m3/day
% Max. Capacity 31.9%
For the year 2030, Pumping Station No.4 was calculated to be operating at approximately 31.9%of its
maximum capacity.
3.4.4 SUMMARY
Pumping Station No.4 in Straffordville is currently operating at approximately 24.4%of its maximum
capacity and is capable of servicing its population in the design year 2030. If growth were to continue at
a constant 1.2%annually,the pumping station would have sufficient capacity up to 2125.This is a very
distant extrapolation and will likely never be achieved based on infill development areas around this
pumping station.
3.5 STRAFFORDVILLE (PUMPING STATION NO. 5)
Pumping Station No. 5 is located within Straffordville on the West side of Plank Road and approximately
90 meters South of the intersection of Sandytown Road and Plank Road.This pumping station handles
all of the sewage flows within Straffordville and those from Eden and conveys them to Pumping Station
No. 6.This pumping station was designed by Acres&Associated (2000) and currently operates under
MECP Environmental Compliance Approval #6422-AVYQJX (Appendix C).This pumping station is
equipped with a flow meter.
CJDL Page 16
Consulting Engineers
3.5.1 DESIGN CAPACITY
Table 16 Pumping Station No.5(Straffordville) Design Criteria
Description Value
Design Population (2000) 1,025
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 454 L/person/day
Average Daily Flow 465 m3/day
Harmon Peaking Factor 3.8
Peak Flow 1,767 m3/day
Pumping Station Capacity 34.8 L/s (3,007 m3/day)
3.5.2 EXISITING CONDITIONS
Table 17 Pumping Station No.5(Straffordville)Current Utilization (2020)
Description Value
Population (2020) 1,464
Recorded Average Flow (2010-2019) 196.0 L/person/day
Harmon Peaking Factor 3.7
Estimated Peak Flow 1,057.7 m3/day
Max. Capacity 3,007.0 m3/day
Max. Capacity 35.2
Pumping Station No. 5 was calculated to be currently operating at 35.2%of its maximum capacity.
Based on the recorded flows from the Municipality and the extrapolated servicing populations,the
serviced community for this pumping station contributes a lower Per Capita Flow(196 L/person/day)
than the Municipality does as a whole (202 L/person/day). For evaluating the future capacity of the
pumping station, a Per Capita Flow of 225 L/person/day should be used.This equates to 196
L/person/day x 1.15 (factor of safety).
3.5.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 5 for the year 2030 was calculated using the
assumed growth rate of 1.2%annually.
Table 18 Pumping Station No.5 (Straffordville) Future Utilization (2030)
Description Value
Population (2030) 1,649
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 225.0 L/person/day
Estimated Average Daily Flow 371.0 m3/day
Harmon Peaking Factor 3.7
Estimated Peak Flow 1,354.0 m3/day
Max. Capacity 3,007.0 m3/day
Max. Capacity 45.0
CJDL Page 17
Consulting Engineers
For the year 2030, Pumping Station No. 5 was calculated to be operating at approximately 45.0%of its
maximum capacity.
3.5.4 SUMMARY
Pumping Station No. 5 in Straffordville is currently operating at approximately 35.2%of its maximum
capacity and is capable of servicing the communities of Straffordville and Eden in the design year 2030.
If population were to continue to grow annually at a constant 1.2%,the pumping station would have
sufficient capacity up to 2104.This is a very distant extrapolation and is subject to large variation due to
infill development and population growth changes over time.
3.6 VIENNA(PUMPING STATION NO. 6)
A single pumping station serves the Community of Vienna.The pumping station is located on the North
side of Front Street approximately 90 meters South-West of the intersection of Front Street and Plank
Road.This pumping station handles the serviced sewage from the Community of Vienna, as well as
Straffordville and Eden.The pumping station conveys all inflow to the Port Burwell WWTP.This pumping
station was designed by Acres &Associated (2000) and currently operates under MECP Environmental
Compliance Approval #6422-AVYQJX (Appendix Q. Pumping Station No. 6 is equipped with a flow meter.
A drawing illustrating the sewage collection system in Vienna is included as Figure 3.
CJDL Page 18
Consulting Engineers
Rf GENERAL NOTES
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110. REVISION DATE BY ` PROJECT N0.9901V$UR`hY BY: TPY DATE: 17 MAY 00 DRAM••G An 2
Figure 5 Vienna Sanitary Sewer Plan
CJDL Page 19
Consulting Engin EErs
3.6.1 DESIGN CAPACITY
Table 19 Pumping Station No.6(Vienna) Design Criteria
Description Value
Design Population (2000) 1,455
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 454 L/person/day
Average Daily Flow 660 m3/day
Harmon Peaking Factor 3.8
Peak Flow 2,508 m3/day
Pumping Station Capacity 45 L/s (3,888 m3/day)
3.6.2 EXISTING CONDITIONS
Table 20 Pumping Station No.6 (Vienna) Current Utilization (2020)
Description Value
Population (2020) 2,041
Recorded Average Flow (2010-2019) 417.9 m3/day
Harmon Peaking Factor 3.6
Peak Flow 1,495.5 m3/day
Max. Capacity 3,888.0 m3/day
Max. Capacity 38.5
Pumping Station No. 6 was calculated to be currently operating at 38.5 % of its maximum capacity.
Based on the recorded flows from the Municipality and the extrapolated servicing populations, the
serviced community for this pumping station contributes a slightly higher Per Capita Flow(205
L/person/day)than the Municipality as a whole (202 L/person/day). For evaluating the future capacity of
the pumping station, a Per Capita Flow of 236 L/person/day should be used. This equates to 205
L/person/day x 1.15 (factor of safety).
3.6.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 6 for the year 2030 was calculated using the
assumed growth rate of 1.2 %annually.
Table 21 Pumping Station No.6(Vienna) Future Utilization (2030)
Description Value
Population (2030) 2,299
Per Capita Flow Rate 236.0 L/person/day
(Includes Infiltration & Inflow Allowance)
Estimated Average Daily Flow 542.6 m3/day
Harmon Peaking Factor 3.5
Estimated Peak Flow 1,919.6 m3/day
Max. Capacity 3,888.0 m3/day
Max. Capacity 49.4
CJDL Page 20
Consulting Engin-5
For the year 2030, Pumping Station No. 6 was calculated to be operating at approximately 49.4%of its
maximum capacity.
3.6.4 SUMMARY
Pumping Station No. 6 in Vienna is currently operating at approximately 38.5%of its maximum capacity
and is capable of servicing the communities of Vienna, Straffordville and Eden in the design year 2030. If
population growth stayed constant at 1.2%annually,the pumping station would have sufficient
capacity up to 2096.This is a very distant extrapolation and is subject to large variation due to infill
development and population growth changes overtime.
3.7 PORT BURWELL(PUMPING STATION NO. 71
Pumping Station No. 7 is located within Port Burwell on Brock Street.This pumping station handles the
sewage from the surrounding area of Port Burwell and conveys it to Pumping Station No. 8. This
pumping station was designed by Giffels Associates Limited (1983). Pumping Station No. 7 is not
equipped with a flow meter.
A drawing illustrating the sewage collection system in Vienna is included as Figure 4.
CJDL Page 21
Consulting Engineers
LEGEND (FOR DWGS. 1-1 TO 1-40)
•
PAiI1G STATION
PUMPING STATION SANITARY SEINER.TNAMQE A MANHOLE NO
N0. 8 ,
._._. GONCE)N IN
/ a _�_-
I
n MO•q AT
PR(PH RTI'LINE
'l \ _ __ ...._. •- 1 • . EXISTING RATEIN E FIRE HYDRANT_ J
• / � , �•"^• EXISTING MT[NNIN t VALVE SON
COrHR It r
H 21 ■ IN ONI i • -.-- • • __-- EXISTING GASNAIN
• • • I I'l I - - -- a——-0 EXISTING STORM SEWER t CAT04USIM
p � LJ
.■eeTx■,.. • • . O
1 ; EXISTING TRAFFIC SIGN
•
r r EXISTING NVORO POLE OR 1•LL POLE
•
M NIIY■
rl T.NTRN ■ AN NOT
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•• : : • / i O ■ • / TU DENOTES HOUSE OR BUILDING WITHOUT SASEr ENT
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• - �� i—.- NOTES
• � a
•
1■ ■r T 1 ALL
EX:STING SERVICES AND UTILLITIESN AM PRIOR TO CONSTRUCTION
r■KINTGR Rr. ry r3H ` LTTIL IT IES ARE I•A•ED ARE.
AT ■ •• N �- NATURAL RESOURCE GAS I S19 7T3-SJ21
• I • ANTELEC.OI I-519-715-6{!I
►I T ..... --- aws�"u- �� VILLAGE OF PORT BLRIELL P.U.C. VI,LAGE OFFICES
• R ._ ___ 7 2 TOPOURAPNICAL INNAT I SD ON THESE ORMIINGS IS
• $ In • BASED ONIAPPIKO SHOW
HCPAEED BY MEM ING EMT"SIC EKES LTD.
o FROM AERIAL PDTOCRAPrT FLO■M IN ANT 19•o.
•• ■ 3. SO010.ES SH OAN ON DRARINGS ARE IN REFERENCE TO SOILS
_ O ■ REPORTS PREPARED AS FOLL
■• 3 u • GOLDEN A ASSOC IATFS LTO - 1970 . 9UREHOLES 102 To IIO IHCL
N` -GOLDER P"L.ECT NO. T0069
1 - i" THE TIEON GROUP LTD- H9q -BOEHO ES I TO T NICIL
-TROI PTD.ECT NO- J97W/I05I
..x. \ u•■ArA• RT �\ F THE TW GROUP qy LTD. - 1900 - BOEH;ES 00-1 TO 80 12 IKL
1 \\ I"PRO.ECT NO. L-I qB
1 _ \ A. LOCATIONS AND ELEVATIONS OF SEWER SETNICE CONNECTIONS PILL
BE 114TAALLATI OF EACH By STREET SETEA A•INTELT BEi OE
PUMPING STATION
NO. 7
1 /. 4 K E ER/E
•r� I
L. 1 0WWTP
n 1
0 1
11
i"
GENEPAL PLAN BENCHMARK
LAKE _SANITARY SEWER G.B.N.ID 55-u-234
ERNE .•.• .<.." F1EY. Igl,Opp■
ROYAL CAN DIAN LEGION BUHLOINO BRAKN NO. 524
SOUTH SIDE OF ELGIN COLOWn IEAO 40 47
0.2 pl GAST O<POST OFFICE
0.25 10E. EST OF BRIDGE OVER SOUTH OTTER CREEK
— - - '-"."•"'�N•AyN MINISTRY OF THE ENVIRONMENT w`eoso
fug •' ..�. Giffels PROVINCIAL SE•AE•0•■•PROGRAM PROAECY R•. I_OI■I
wL R_R.■ItNUWN VILLAGE OF PORT BURWELL ,•
1 u A�If lima- ���• .e��%iur•u•e• C•tll�A,■■OLW■r■Ol.Fnt■d •Er■A A ■V•T•r
t ARP■Hra■Pr•A '� CQITe1A1■Iq F11Q7••TS CONTRACT Me. I
Ontario GENERAL PLAN, LEGEND.
NOTES 9 BENCHMARK
Figure 6 Port Burwell Sanitary Sewer Plan
CJDL Page 22
Consulting Engineers
3.7.1 DESIGN CAPACITY
Table 22 Pumping Station No.7 (Port Burwell) Design Criteria
Description Value
Design Population (1983) 185
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 280 L/person/day
Average Daily Flow 52 m3/day
Harmon Peaking Factor 3.7
Peak Flow 194 m3/day
Pumping Station Capacity 3.2 L/s (275 m3/day)
3.7.2 EXISTING CONDITIONS
Table 23 Pumping Station No.7 (Port Burwell) Current Utilization (2020)
Description Value
Population (2020) 180
Average Daily Pump Run Time 1.8 Hrs/Day
Average Flow 20.4 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 81.5 m3/day
Max. Capacity 275 m3/day
% Max. Capacity 29.6%
Pumping Station No. 7 was calculated to be currently operating at 29.6% of its maximum capacity.
Based on the estimated flows from the Municipality and extrapolated servicing populations,the serviced
population of this pumping station contributes a lower Per Capita Flow (113 L/person/day) than the
Municipality as a whole (202 L/person/day). It should be noted that slightly changing the serviced
population greatly alters the results. For evaluating the future capacity of this pumping station, a Per
Capita Flow of 225 L/person/day should be used. This is the minimum recommended Per Capita Flow
rate to be used as per MECP guidelines. It is worth noting this is a conservative approach, as the Per
Capita Flow based on the average flow calculations is much lower(113 L/person/day).
3.7.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 7 for the year 2030 was calculated using the
assumed growth rate of 1.2 %annually.
CJDL Page 23
Consulting Engin-5
Table 24 Pumping Station No.7 (Port Burwell) Future Utilization (2030)
Description Value
Population (2030) 203
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 225.0 L/person/day
Estimated Average Daily Flow 45.7 m3/day
Harmon Peaking Factor 4.0
Estimated Peak Flow 182.7 m3/day
Max. Capacity 275.0 m3/day
Max. Capacity 66.4
For the year 2030, Pumping Station No. 7 was calculated to be operating at approximately 66.4%of its
maximum capacity.
3.7.4 SUMMARY
Pumping Station No. 7 in Port Burwell is currently operating at approximately 29.6%of its maximum
capacity and is capable of servicing its local area of Port Burwell in the design year 2030. It should be
noted that this pumping station is quite susceptible to inflow increases during wet weather conditions.
The Municipality may want to investigate how these inflows can be mitigated to allow the pumping
station to operate under normal conditions. If the serviced population increased constantly at 1.2 % per
annum,the pumping station would have sufficient capacity up to 2064.This is a distant extrapolation
and is subject to large variation due to infill development and population growth changes over time.
3.8 PORT BURWELL(PUMPING STATION NO.8)
Pumping Station No. 8 is located within Port Burwell on Union Street.This pumping station handles the
sewage from the surrounding area of Port Burwell as well as from Pumping Station No. 7 and conveys it
to the Port Burwell WWTP.This pumping station was designed by Giffels Associates Limited (1983).
Pumping Station No. 8 is not equipped with a flow meter.
3.8.1 DESIGN CAPACITY
Table 25 Pumping Station No.8(Port Burwell) Design Criteria
Description Value
Design Population (1983) 860
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 280 L/person/day
Average Daily Flow 241 m3/day
Harmon Peaking Factor 3.7
Peak Flow 749.0 m3/day
Pumping Station Capacity 18.8 L/s (1,624 m3/day)
CJDL Page 24
Consulting Engineers
3.8.2 EXISTING CONDITIONS
Table 26 Pumping Station No.8(Port Burwell) Current Utilization (2020)
Description Value
Population (2020) 1,199
Average Daily Pump Run Time 2.0 Hrs/Day
Average Flow 136.7 m3/day
Harmon Peaking Factor 3.8
Estimated Peak Flow 512.4 m3/day
Max. Capacity 1,624.0 m3/day
Max. Capacity 31.6
Pumping Station No. 8 was calculated to be currently operating at approximately 31.6%of its maximum
capacity. Based on the estimated flows from the Municipality and extrapolated servicing populations,
the serviced population of this pumping station contributes a lower per Capita Flow(114 L/person/day)
than the Municipality as a whole (202 L/person/day). It should be noted that slightly changing the
serviced population vastly alters the results. For evaluating future capacity of this pumping station, a Per
Capita Flow of 225 L/person/day should be used. This is the minimum recommended Per Capita Flow
rate to be used as per MECP guidelines. It is worth noting this is a conservative approach, as the Per
Capita Flow based on the average flow calculations is much lower(114 L/person/day).
3.8.3 FUTURE CONDITIONS
The future servicing population of Pumping Station No. 8 for the year 2030 was calculated using the
assumed growth rate of 1.2%annually.
Table 27 Pumping Station No.8(Port Burwell) Future Utilization (2030)
Description Value
Population (2030) 1,351
Per Capita Flow Rate
(Includes Infiltration & Inflow Allowance) 225.0 L/person/day
Average Daily Flow 304.0 m3/day
Harmon Peaking Factor 3.7
Peak Flow 1,128.3 m3/day
Max. Capacity 1,624.0 m3/day
Max. Capacity 69.5
For the year 2030, Pumping Station No. 8 was calculated to be operating at approximately 69.5%of its
maximum capacity.
3.8.4 SUMMARY
Pumping Station No. 8 is currently operating at 31.6%of its maximum capacity and is capable of
servicing its local area in Port Burwell and the inflows from Pumping Station No. 7 in the design year
2030. It should be noted that this pumping station is quite susceptible to inflow increases during wet
weather conditions.The Municipality may want to investigate how these inflows can be mitigated to
CJDL Page 25
Consulting Engineers
allow the pumping station to operate under normal conditions. If the serviced population were to
continue to increase at a constant 1.2%annually,the pumping station would have sufficient capacity up
to 2065.This is a distant extrapolation and is subject to large variation due to infill development and
population growth changes over time.
3.9 AREAS OF CONCERN—PUMPING STATIONS
Based on the analysis of all eight (8) pumping stations servicing the sanitary flows for the Municipality of
Bayham,there is a concern with the operating ability of Pumping Stations 7 and 8 (Port Burwell) during
extended periods of rain. It is suggested the Municipality investigate possible mitigation measures that
can be taken to ensure these pumping stations are able to operate under normal conditions.The
Municipality is yet to have a High-Water Level Alarm at any of the pumping stations.
Pumping Station No. 3 (Straffordville)was found to be operating at the greatest percentage of its
maximum capacity(26.8%-2020, 80.8%- 2030).This pumping station should have the pump run times
monitored to best validate the capacity because of the potential for large variation in the results due to
the small servicing population, and the low per capita flow rate.
The sanitary sewers in the Communities of Eden, Straffordville, Vienna and Port Burwell were reviewed
and not found to have any significant issues with accommodating the current serviced population. If
there are any localized areas with a significant development in any of the serviced areas in the future,
this should be reviewed.
CJDL Page 26
Consulting Engineers
4.0 2009 Capacity Study Comparison
Table 28 below shows the current and future capacities of the Port Burwell WWTP and all Pumping
Stations throughout the Municipality of Bayham from the 2009 Bayham Sewage Capacity Study as
compared against this capacity study.
Table 28 2009 Capacity Study Comparison
2009-Study 2009-Study 2020-Study 2020-Study
Current Current
Maximum Future%Max. Future%Max.
Description %Max. %Max.
Capacity Capacity Capacity Capacity Capacity
(2009) (2017) (2020) (2030)
P.S. 1 7.0 L/s 42.0% 58.0% 49.5 % 64.1 /o°
(Eden)
P.S. 2
(Straffordville) 22.5 L/s - - 31.0% 46.9
P.S. 3
(Straffordville) 1.7 L/s - - 26.8% 80.8
P.S.4
(Straffordville) 1.95 L/s - - 24.4% 31.9
P.S. 5
(Straffordville) 34.8 L/s 31.0% 46.0% 35.2% 45.0
P.S. 6 45.0 L/s 24.0% 49.0% 38.5 % 49.4
(Vienna)
P.S. 7
(Port Burwell) 3.2 L/s 70.0% 84.0% 29.6% 66.4
P.S.8
(Port Burwell) 18.8 L/s 55.0% 66.0% 31.6% 69.5
WWTP
(Port Burwell) 43.6 L/s 66.0% 79.0% 68.4% 76.0
It can be noted from Table 28 above that a number of future estimated % max. capacities (2017) and
some old current% max. capacities (2009) in the 2009 study are higher than the current% max. capacity
(2020) and future% max. capacity(2030) in this study. Upon reviewing the 2009 capacity study, it was
noted that a number of flow assumptions were made which were much larger than the flow values
recorded and estimated in this study.This contributes to a much different evaluation of the% max.
capacity for each design year.The% max. capacity is believed to be more accurate in this updated study
than in the past 2009 capacity study.
CJDL Page 27
Consulting Engineers
5.0 CONCLUSIONS
The Port Burwell Wastewater Treatment Plant and the Pumping Stations located throughout the
Municipality of Bayham are all operating below their respective design capacities and have the
necessary capacity to meet the demands of the design year 2030, provided the Municipality is able to
control inflow increases during wet weather conditions.
All of which is respectfully submitted by,
44 4��
Alexander Muirhead, EIT Peter Penner, P. Eng.
AVM/avm
CJDL Page 28
Consulting Engineers
APPENDIX `A'
Historical Flow Data
BAYHAM ANNUAL SEWAGE FLOWS
LO
fn
m3 m3 m3 m3 m3 m3 m3 m3 m3
2010 229789.0 89427.6 13414.1 130425.0 88540.0 1366.1 8196.5 54643.2 20236.0
2011 257057.0 82296.0 12344.4 165617.0 105463.0 1567.1 9402.7 62684.8 27107.0
2012 223516.0 68016.6 10202.5 147942.0 105546.0 1615.9 9695.6 64637.6 24749.0
2013 249257.0 83192.4 12478.9 156821.0 105366.0 1545.6 9273.6 61824.0 28086.0
2014 230642.0 69690.8 10453.6 153207.8 104427.2 1546.2 9277.0 61846.4 27119.3
2015 204303.0 59714.1 8957.1 137954.0 95876.0 1459.4 8756.4 58376.0 22906.0
2016 216723.0 65562.3 9834.3 143876.0 98601.0 1452.1 8712.5 58083.2 25997.0
2017 233242.0 70700.4 10605.1 154686.0 106057.0 1542.5 9254.8 61698.4 28934.0
2018 244522.0 70139.7 10521.0 166589.0 113262.0 1590.7 9544.2 63628.0 33727.0
2019* 237759.0 69319.8 10398.0 160737.0 118503.0 1708.2 10249.4 68329.6 33091.0
* 2019-Until December 15,2019
APPENDIX `B'
Servicing Population Calculations
BAYHAM TOTAL POPULATION TABLE
Year Population Growth Annual Growth Rate
2006(Census) 6727 - -
2011(Census) 6989 3.9% 0.8%
2016(Census) 7396 5.8% 1.2%
2020 7758 - 1.2%
2030 8741 1.2%
SERVICING POPULATION TABLE
Year Eden Strafforciville Vienna Port Burwell
Estimated
Distribution
Design 200 667 82 26 1025 1455 185 1045 2337
2009 200 826 102 32 1270 1770 156 1040 2810
2016 220 908 112 35 1396 1946 171 1143 3089
2020 231 952 118 37 1464 2041 180 1199 3240
2030 260 1072 132 42 1649 2299 203 1351 3650
APPENDIX `C'
Environmental Compliance Approval
Content Copy Of Original
Ministry of the Environment and Climate Change
(, Ontario Ministere de I'Environnement et de I'Action en matiere de changement
climatique
AMENDED ENVIRONMENTAL COMPLIANCE APPROVAL
NUMBER 6422-AVYQJX
Issue Date: June 5, 2018
The Corporation of the Municipality of Bayham
9344 Plank Rd N
Straffordville, Ontario
NOJ 1Y0
Site Location:Port Burwell Wastewater Treatment Plant
1 Chatham St
Bayham Municipality, County of Elgin
NOJ 1 TO
You have applied under section 20.2 of Part //.1 of the Environmental Protection Act,
R.S.O. 1990, c. E. 19 (Environmental Protection Act) for approval of.-
establishment, usage and operation of existing municipal sewage works, for the
treatment of sanitary sewage and disposal of effluent to Lake Erie and Big Otter Creek
via a Sewage Treatment Plant (Port Burwell Wastewater Treatment Plant) and Final
Effluent disposal facilities as follows:
Classification of Collection System: Separate Sewer System
Classification of Sewage Treatment Plant: Secondary
Design Capacity of Sewage Treatment Plant
Design Capacity with All Treatment Trains Upon Completion of Construction of
in Operation All Proposed Works
Rated Capacity 1 ,060 m3/d
Influent, Imported Sewage and Processed Organic Waste
Receiving Location Types
At Sewage Treatment Plant Septage
Proposed Works:
Port Burwell Wastewater Treatment Plant (WWTP)
Secondary Treatment System
• Biological Treatment
• installation of three (3) 20 hp variable frequency drives (VFDs) on the existing
aeration blowers;
Sludge Management System
• Sludge Digestion
• installation of two (2) 10 hp variable frequency drives (VFDs) on the existing
digester blowers;
• one (1 ) flow meter on common header of digester blowers;
• Sludge Holding Tanks
• installation of four (4) 20 hp variable frequency drives (VFDs) on the existing
sludge holding tank blowers;
all in accordance with the submitted supporting documents listed in Schedule A.
Existing Works:
Sanitary Sewage Collection System
Hamlet of Eden - Sanitary Sewers
STREET FROM TO
Plank Road Approx. 270 metres (m) north of Approx. 360 m south of Eden
Eden Line Line
Plank Road Approx. 795 m south of Eden Line Approx. 360 m south of Eden
Line
Travis Street Eden Line Gray Street
Eden Line Approx. 240 m west of Plank Road Plank Road
Eden Line Schaffer Road Plank Road
Gray Street jApprox. 50 m east of Travis Street IPlank Road
Hamlet of Straffordville - Sanitary Sewers
STREET FROM TO
Sandytown Approx. 115 m north of Heritage Heritage Line
Road Line
Sandytown Heritage Line Pumping Station approx.
Road
Sandytown 650 m south of Heritage Line 770 m south of Heritage
Road Line
Old Chapel Donnelly Drive Main Street
Street
Duke Street Donnelly Drive Heritage Line
Plank Road Approx. 220 m north of Fifth Street 100 m south of Heritage
Line
Plank Road Sandytown Road Main Street
Garnham Street Hesch Street Heritage Line
West Street Heritage Line 45 m north of Heritage Line
West Street First Street Third Street
Short Street Third Street Fourth Street
East Street Heritage Line 50 m north of Heritage Line
Alward Street Approx. 125 m south of Heritage Heritage Line
Line
Garner Road Heritage Line Pumping Station Wardwalk
Line
Wardwalk Line Garner Road 200 m west of Garner Road
Heritage Line 400 m west of Sandytown Road 790 east of Garner Road
Arthur Street Plank Road approx. 160 m northwest
and west of Plank Road
Main Street Old Chapel Street 90 m east of Old Chapel
Street
Main Street 70 m west of Garnham Street East Street
Hesch Street Garnham Street 60 m east of Garnham
Street
First Street Plank Road East Street
Second Street West Street 140 m east of West Street
Third Street West Street CPR right of way
Fourth Street Short Street CPR right of way
Fifth Street Plank Road 110 m east of Plank Road
Elgin Street 100 m south of Third Street Third Street
Third Street Elgin Street Plank Road
Village of Vienna - Sanitary Sewers
STREET FROM TO
Centre Street 380 m North of Fulton Street 125 m south of Fulton Street
Centre Street Vienna Line Pearl Street
Vienna Line Centre Street 210 m west of Centre Street
Pearl Street Centre Street Front Street
Fulton Street Centre Street Elm Street
Union Street 75 m south of Fulton Street 125 north of Fulton Street
Union Street Chestnut Street 70 m south of Chestnut
Street
Pine Street Fulton Street 160 m south Fulton Street
Snow Street Fulton Street 110 m south of Fulton Street
Elm Street 130 m north of Fulton Street Plank Road
Elm Street Ann Street Chestnut Street
Chestnut Union Street Elm Street
Street
Oak Street 70 m north of Chestnut Street 110 m south of Ann Street
Oak Street 90 m south of Fulton Street Plank Road
Queen Street Oak Street Edison Drive
Edison Drive Queen Street Plank Road
Ann Street Elm Street Edison Drive
Ann Street 80 m east of Union Street Oak Street
Plank Road North Village Limit Otter Street
Otter Street Front Street 50 m northwest of Front
Street
Front Street Otter Street Pumping Station on Front
Street
Water Street King Street Pumping Station on Front
Street
King Street Water Street 30 m west of North Street
Plank Road King Street Chapel Street
Chapel Street Plank Road 120 m northeast of North
Street
Walnut Street Chapel Street North Street
North Street Walnut Street 100 m north of Walnut Street
Plank Road Sanitary Sewer Extension
Extending the existing 200 mm diameter sanitary sewer along Plank Road by
126 m starting from the existing approximately 270 m north of Eden Line to
approximately 396 m north of Eden Line.
Sanitary Sewage Pumping Stations
Hamlet of Eden - Main Sewage Pumping Station
Main sewage pumping station located on the west side of Plank Road and
approximately 340 metres southwest of Eden Line, designed to handle a
Peak Flow Rate of 7.0 litres per second equipped with two (2) sewage
submersible pumps (duty and standby), an emergency overflow from the
pumping station to the municipal drain, standby power generator, sewage
flow meter and associated pipe work, electrical, instrumentation and controls,
and, a 100 millimetres diameter forcemain discharging to a sanitary sewer
manhole at Straffordville Town Limits.
Hamlet of Straffordvile - Sewage Pumping Stations
Pumping Station No. 1 (No. 2 on Sanitary Sewer Drawings)
Located on the east side of Plank Road and approximately 45 metres north of
First Street, designed to handle a Peak Flow Rate of 22.5 litres per second,
equipped with two (2) sewage pumps (duty and standby), emergency
overflow from the pumping station to an existing municipal drain, standby
power generator, sewage flow meter, associated pipe work, electrical,
instrumentation and controls, and, 150 millimetres diameter forcemain
discharging to sanitary sewer on Plank Road;
Pumping Station No. 2 (No. 3 on Sanitary Sewer Drawings)
Located on the east side of Garner Road at the intersection of Garner Road
and Wardwalk Line, designed to handle a Peak Flow Rate of 1 .7 litres per
second, equipped with two (2) sewage pumps (duty and standby), additional
wet well storage to compensate for power or station failure, provision to
connect a portable type power generator, sewage flow meter and associated
pipe work, electrical, instrumentation and controls, and, 50 millimetres
diameter forcemain discharging to sanitary sewer on Heritage Line;
Pumping Station No. 3 (No. 4 on Sanitary Sewer Drawings)
Located on the north side of Heritage Line E., approximately 200 metres west
of the intersection of Heritage Line E. and Tollgate Road, designed to handle
a Peak Flow Rate of 1 .95 litres per second, equipped with two (2) sewage
pumps (duty and standby), additional wet well capacity to compensate for
power or station failure, provision to connect a portable-type emergency
power generator, sewage flow meter and associated pipe work, electrical,
instrumentation and controls, and, 50 millimetres diameter forcemain
discharging to the sanitary sewer at Heritage Line E. and Garner Road;
Pumping Station No. 4 (No. 5 on Sanitary Sewer Drawings)
Located on the west side of Plank Road and approximately 90 metres south
of the intersection of Sandytown Road and Plank Road, designed to handle a
Peak Flow Rate of 34.8 litres per second, equipped with two (2) sewage
pumps (duty and standby), emergency overflow from the pumping station to
an existing municipal storm sewer on Plank Road, standby power generator,
sewage flow meter and associated pipe work, electrical, instrumentation and
controls, and, 200 millimetres diameter forcemain discharging to sanitary
sewer at Vienna Town Limits;
Village of Vienna - Main Sewage Pumping Station
Located on the north side of Front Street and approximately 90 metres
southwest of the intersection of Front Street and Plank Road, designed to
handle a Peak Flow Rate of 45.0 litres per second, equipped with two (2)
sewage pumps (duty and standby), an emergency overflow from the pumping
station to the Big Otter Creek, standby power generator, sewage flow meter
and associated pipe work, electrical, Instrumentation and controls, and, a
forcemain discharging to existing sanitary sewer at Bridge Street.
Port Burwell Wastewater Treatment Plant (Port Burwell WWTP)
An existing WWTP in Port Burwell, located adjacent and east of Chatham Street,
approximately 700 metres south of Wellington Street in the Municipality of Bayham,
with a design average daily flow of 1 ,060 cubic metres per day, consisting of the
following:
Imported Sewage Receiving Facility
A 5.0 m3 average daily capacity septage receiving station to be located in a 6.1 m by
7.3 m building near the existing sludge holding tank consisting of the following:
Unloading zone with concrete pad and spill containment structure;
4.0 m long 150 mm diameter flexible pipe extension equipped with 150 to 100
mm diameter reducer ;
One (1) rock trap, one (1 ) pH sensor, one (1) 5 hp grinder, one (1) fine
screen/auger and one (1) screen washer;
One (1) 22 m 3 precast concrete septage holding tank equipped with
activated charcoal odour control filter and vent, a level monitor and alarm, 1 .7
kW mixer, a flow meter, and a controlled 5 L/sec capacity septage transfer
pump discharging through a 100 mm diameter forcemain to the inlet works of
the sewage treatment plant and/or to an existing sludge holding tank;
Influent Works
One (1) raw sewage pumping station with four (4) submersible sewage
pumps, including pumps No. 1 and No. 2 each rated at 8.2 litres per second
at a Total Dynamic Head (TDH) of 9.0 metres, pump No. 3 rated at 20.5 litres
per second at 7.5 metres TDH, and pump No. 4 rated at 24.0 litres per
second at 9.3 metres TDH;
One (1) mechanical grinder rated at 3,800 cubic metres per day, one (1)
manual bar screen, and one (1) mechanical auger rated at 3,800 cubic
metres per day;
One (1) vortex grit separator rated at 3,800 cubic metres per day;
One (1) grit classifier;
Influent Flow Equalization
One (1 ) flow equalization tank equipped with two (2) SBR influent transfer
pumps each rates at 2,269 cubic metres per day and one (1 ) mixing pump
rated at 3,860 cubic metres per day;
Sequencing Batch Reactors (SBR)
Two (2) SBR treatment units, with process unit No. 1 rated at 610 cubic
metres per day and process unit No. 2 rated at 450 cubic metres per day,
including sewage distribution, sludge collection, and decanting systems;
Two (2) sewage pumps, each rated at 7,990 cubic metres per day;
Three (3) aeration blowers, each rated at 8.8 cubic metres per minute;
Effluent Disinfection and Flow Measurement
An ultraviolet (UV) radiation system with two (2) banks of lamps, including 10
low pressure, high intensity UV lamps per bank;
A Parshall flume for flow measurement;
Phosphorus Removal System
One (1) chemical storage tank having a capacity of 1 .8 cubic metres;
Two (2) chemical metering pumps, each capable of automatically dosing
liquid alum at 1 ,890 litres per day at 1 .4 bar;
Sludge Treatment and Storage
One (1) primary digester tank with dimensions of 4.5 metres long by 4.6
metres wide by 4.0 metres sidewater depth, equipped with a diffused aeration
system and sludge mixer;
One (1 ) secondary digester tank with dimensions of 4.5 metres long by 2.5
metres wide by 4.0 metres sidewater depth, equipped with a diffused aeration
system and sludge mixer and decant system;
One (1 ) biosolids transfer tank with dimensions of 4.5 metres long by 5.5
metres wide by 4.0 metres sidewater depth, equipped with two (2) sludge
transfer and loading pumps;
Four (4) aerated sludge holding tanks, each with dimensions of 6.5 metres
long by 6.7 metres wide by 4.0 metres sidewater depth, equipped with
sludge mixers;
Odour Control System Using Bioxide Injection at Pumping Stations
Injection of Bioxide solution at five (5) pumping stations within the Bayham Sewage
Collection System to reduce the formation of odour causing hydrogen sulfide consisting
of the following:
One (1 ) 1000 L capacity bioxide storage tank located at Pumping Station No.
1 , Eden, equipped with one (1 ) 1 .89 L/hr capacity single diaphragm pump
injecting a bioxide solution (maximum of 200 mg/L concentration) into the
pumping station;
One (1) 1000 L capacity bioxide storage tank located at Pumping Station No.
3, Straffordville, equipped with one (1 ) 1 .89 L/hr capacity single diaphragm
pump injecting a bioxide solution (maximum of 200 mg/L concentration) into
the pumping station;
One (1) 1000 L capacity bioxide storage tank located at Pumping Station No.
4, Straffordville, equipped with one (1) 1 .89 L/hr capacity single diaphragm
pump injecting a bioxide solution (maximum of 200 mg/L concentration) into
the pumping station;
One (1) 1000 L capacity bioxide storage tank located at Pumping Station No.
5, Straffordville, equipped with one (1) 1 .89 L/hr capacity single diaphragm
pump injecting a bioxide solution (maximum of 200 mg/L concentration) into
the pumping station;
One (1 ) 1000 L capacity bioxide storage tank located at Pumping Station No.
6, Vienna, equipped with one (1) 1 .89 L/hr capacity single diaphragm pump
injecting a bioxide solution (maximum of 200 mg/L concentration) into the
pumping station;
Effluent Exfiltration Gallery
One (1 ) exfiltration discharge gallery consisting of a series of buried
perforated pipe sections, located on beach land surrounding the mouth of
Port Burwell Harbour, designed to retain effluent discharge from the SBR-
based treatment system and allowing it to percolate into the native sand and
mix with the subsurface water to Lake Erie;
Effluent Collection Drains
Collection drains located on the north, east, and south sides of the existing
exfiltration gallery, discharging collected effluent to the existing sanitary
manhole on the effluent sewer from the WWTP, including:
- Five (5) 150 millimetres diameter Big "O" pipes on the north and east sides and two
(2) 150 millimetres diameter Big "O" pipes on the south side, with the invert of the pipes
to be at the depth of the clear stone bed under the half-pipes in the existing exfiltration
gallery;
- One (1 ) 1 .5 metres by 2.4 metres by 2.8 metres Junction Chamber to collect
drainage flow from the Big "O" pipes and to discharge to MH79 through one (1) 300
millimetres diameter drainage outlet pipe;
Gravity Effluent Outfall
One (1) 19.5 m long 300 mm diameter gravity effluent outfall extending from
the existing effluent sanitary manhole MH80 located upstream of the existing
effluent pumping station to an existing sea wall, having an outlet invert
elevation of 174.15 m MASL, equipped with a rubber check valve and a 300
mm diameter gate valve, discharging to the Big Otter Creek.
Effluent Pumping Station
One (1) 375 millimetres diameter gravity outfall sewer leading to the effluent
pumping station;
Effluent pumping station including one (1) 21 .6 Us @ 4.5 m TDH capacity
submersible pump and one (1) 1 .65 kilowatts effluent pump rated at 1 ,900 m
3 /d @ 3.0 m TDH, discharging effluent via a 100 millimetres diameter
forcemain to Big Otter Creek;
including all other mechanical system, electrical system, instrumentation and control
system, standby power system, piping, pumps, valves and appurtenances essential for
the proper, safe and reliable operation of the Works in accordance with this Approval, in
the context of process performance and general principles of wastewater engineering
only;
all in accordance with the submitted supporting documents listed in Schedule A.
For the purpose of this environmental compliance approval, the following definitions
apply:
1. "Annual Average Effluent Concentration" is the mean of all Single Sample Results of
the concentration of a contaminant in the Final Effluent sampled or measured during a
calendar year, calculated and reported as per the methodology specified in Schedule F;
2. "Annual Average Daily Effluent Flow" means the cumulative total Final Effluent
discharged during a calendar year divided by the number of days during which Final
Effluent was discharged that year;
3. "Annual Average Daily Effluent Loading" means the value obtained by multiplying the
Annual Average Effluent Concentration of a contaminant by the Annual Average Daily
Effluent Flow over the same calendar year;
4. "Annual Average Daily Influent Flow" means the cumulative total sewage flow of
Influent to the Sewage Treatment Plant during a calendar year divided by the number
of days during which sewage was flowing to the Sewage Treatment Plant that year;
5. "Approval" means this environmental compliance approval and any schedules
attached to it, and the application;
6. "BODY (also known as TBOD5) means five day biochemical oxygen demand
measured in an unfiltered sample and includes carbonaceous and nitrogenous oxygen
demands;
7. "Bypass" means diversion of sewage around one or more treatment processes,
excluding Preliminary Treatment System, within the Sewage Treatment Plant with the
diverted sewage flows being returned to the Sewage Treatment Plant treatment train
upstream of the Final Effluent sampling point(s) and discharged via the approved
effluent disposal facilities;
8. "CBOD5" means five day carbonaceous (nitrification inhibited) biochemical oxygen
demand measured in an unfiltered sample;
9. "Director" means a person appointed by the Minister pursuant to section 5 of the EPA
for the purposes of Part 11.1 of the EPA;
10. "District Manager" means the District Manager of the appropriate local district office
of the Ministry where the Works is geographically located;
11. "E. coli" refers to the thermally tolerant forms of Escherichia that can survive at 44.5
degrees Celsius;
12. "EPA" means the Environmental Protection Act, R.S.O. 1990, c.E.19, as amended;
13. "Equivalent Equipment" means alternate piece(s) of equipment that meets the
design requirements and performance specifications of the piece(s) of equipment to be
substituted;
14. "Event" means an action or occurrence, at a given location within the Works that
causes a Bypass or Overflow. An Event ends when there is no recurrence of Bypass
or Overflow in the 12-hour period following the last Bypass or Overflow. Overflows and
Bypasses are separate Events even when they occur concurrently;
15. "Existing Works" means those portions of the Works included in the Approval that
have been constructed previously;
16. "Final Effluent" means effluent that is discharged to the environment through the
approved effluent disposal facilities, including all Bypasses, that are required to meet
the compliance limits stipulated in the Approval for the Sewage Treatment Plant at the
Final Effluent sampling point(s);
17. "Imported Sewage" means sewage hauled to the Sewage Treatment Plant by
licensed waste management system operators of the types and quantities approved for
co-treatment in the Sewage Treatment Plant, including hauled sewage and leachate
within the meaning of R.R.O. 1990, Regulation 347: General — Waste Management, as
amended;
18. "Influent" means flows to the Sewage Treatment Plant from the collection system
and Imported Sewage but excluding process return flows ;
19. "Limited Operational Flexibility" (LOF) means the conditions that the Owner shall
follow in order to undertake any modification that is pre-authorized as part of this
Approval;
20. "Ministry" means the ministry of the government of Ontario responsible for the EPA
and OWRA and includes all officials, employees or other persons acting on its behalf;
21. "Monthly Average Effluent Concentration" is the mean of all Single Sample Results
of the concentration of a contaminant in the Final Effluent sampled or measured during
a calendar month, calculated and reported as per the methodology specified in
Schedule F;
22. "Monthly Average Daily Effluent Flow" means the cumulative total Final Effluent
discharged during a calendar month divided by the number of days during which Final
Effluent was discharged that month;
23. "Monthly Average Daily Effluent Loading" means the value obtained by multiplying
the Monthly Average Effluent Concentration of a contaminant by the Monthly Average
Daily Effluent Flow over the same calendar month;
24. "Monthly Geometric Mean Density" is the mean of all Single Sample Results of
E.coli measurement in the samples taken during a calendar month, calculated and
reported as per the methodology specified in Schedule F;
25. "Normal Operating Condition" means the condition when all unit process(es),
excluding Preliminary Treatment System, in a treatment train is operating within its
design capacity;
26. "Operating Agency" means the Owner or the entity that is authorized by the Owner
for the management, operation, maintenance, or alteration of the Works in accordance
with this Approval;
27. "Overflow" means a discharge to the environment from the Works at designed
location(s) other than the approved effluent disposal facilities or via the effluent disposal
facilities downstream of the Final Effluent sampling point;
28. "Owner" means The Corporation of the Municipality of Bayham and its successors
and assignees;
29. "OWRA" means the Ontario Water Resources Act, R.S.O. 1990, c. 0.40, as
amended;
30. "Preliminary Treatment System" means all facilities in the Sewage Treatment Plant
associated with screening and grit removal;
31. "Primary Treatment System" means all facilities in the Sewage Treatment Plant
associated with the primary sedimentation unit process and includes chemically
enhanced primary treatment;
32. "Proposed Works" means those portions of the Works included in the Approval that
are under construction or to be constructed;
33. "Rated Capacity" means the Annual Average Daily Influent Flow for which the
Sewage Treatment Plant is designed to handle;
34. "Sanitary Sewers" means pipes that collect and convey wastewater from residential,
commercial, institutional and industrial buildings, and some infiltration and inflow from
extraneous sources such as groundwater and surface runoff through means other than
stormwater catch basins;
35. "Secondary Effluent" means the effluent from the Secondary Treatment System that
are required to meet the compliance limits stipulated in the Approval for the Sewage
Treatment Plant at the Secondary Treatment Effluent sampling point;
36. "Secondary Treatment System" means all facilities in the Sewage Treatment Plant
associated with biological treatment, secondary sedimentation and phosphorus removal
unit processes;
37. "Separate Sewer Systems" means wastewater collection systems that comprised of
Sanitary Sewers while runoff from precipitation and snowmelt are separately collected
in Storm Sewers;
38. "Sewage Treatment Plant" means all the facilities related to sewage treatment within
the sewage treatment plant site excluding the Final Effluent disposal facilities;
39. "Single Sample Result" means the test result of a parameter in the effluent
discharged on any day, as measured by a probe, analyzer or in a composite or grab
sample, as required;
40. "Storm Sewers" means pipes that collect and convey runoff resulting from
precipitation and snowmelt (including infiltration and inflow);
41. "Works" means the approved sewage works, and includes Proposed Works,
Existing Works and modifications made under Limited Operational Flexibility.
You are hereby notified that this environmental compliance approval is issued to you
subject to the terms and conditions outlined below:
TERMS AND CONDITIONS
1. GENERAL PROVISIONS
2. The Owner shall ensure that any person authorized to carry out work on or operate
any aspect of the Works is notified of this Approval and the terms and conditions herein
and shall take all reasonable measures to ensure any such person complies with the
same.
3. The Owner shall design, construct, operate and maintain the Works in accordance
with the conditions of this Approval.
4. Where there is a conflict between a provision of any document referred to in this
Approval and the conditions of this Approval, the conditions in this Approval shall take
precedence.
5. CHANGE OF OWNER AND OPERATING AGENCY
6. The Owner shall, within thirty (30) calendar days of issuance of this Approval,
prepare/update and submit to the District Manager the Municipal and Local Services
Board Wastewater System Profile Information Form, as amended (Schedule G) under
any of the following situations:
a. the form has not been previously submitted for the Works;
b. this Approval is issued for extension, re-rating or process treatment upgrade of the
Works;
c. when a notification is provided to the District Manager in compliance with
requirements of change of Owner or Operating Agency under this condition.
7. The Owner shall notify the District Manager and the Director, in writing, of any of the
following changes within thirty (30) days of the change occurring:
a. change of address of Owner;
b. change of Owner, including address of new owner;
c. change of partners where the Owner is or at any time becomes a partnership, and
a copy of the most recent declaration filed under the Business Names Act, R.S.O.
1990, c. B. 17, as amended, shall be included in the notification;
d. change of name of the corporation where the Owner is or at any time becomes a
corporation, and a copy of the most current information filed under the
Corporations Information Act, R.S.O. 1990, c. C.39, as amended, shall be
included in the notification.
8. The Owner shall notify the District Manager, in writing, of any of the following
changes within thirty (30) days of the change occurring:
a. change of address of Operating Agency;
b. change of Operating Agency, including address of new Operating Agency.
9. In the event of any change in ownership of the Works, the Owner shall notify the
succeeding owner in writing, of the existence of this Approval, and forward a copy of
the notice to the District Manager.
10. The Owner shall ensure that all communications made pursuant to this condition
refer to the environmental compliance approval number.
11. CONSTRUCTION OF PROPOSED WORKS / RECORD DRAWINGS
12. All Proposed Works in this Approval shall be constructed and installed and must
commence operation within five (5) years of issuance of this Approval, after which time
the Approval ceases to apply in respect of any portions of the Works not in operation. In
the event that the construction, installation and/or operation of any portion of the
Proposed Works is anticipated to be delayed beyond the time period stipulated, the
Owner shall submit to the Director an application to amend the Approval to extend this
time period, at least six (6) months prior to the end of the period. The amendment
application shall include the reason(s) for the delay and whether there is any design
change(s).
13. Within thirty (30) days of commencement of construction, the Owner shall prepare
and submit to the District Manager a schedule for the completion of construction and
commissioning operation of the Proposed Works. The Owner shall notify the District
Manager within thirty (30) days of the commissioning operation of any Proposed Works.
Upon completion of construction of the Proposed Works, the Owner shall prepare and
submit a statement to the District Manager, certified by a Professional Engineer, that
the Proposed Works is constructed in accordance with this Approval.
14. Within one (1 ) year of completion of construction of the Proposed Works, a set of
record drawings of the Works shall be prepared or updated. These drawings shall be
kept up to date through revisions undertaken from time to time and a copy shall be
readily accessible for reference at the Works.
15. BYPASSES
16. Any Bypass is prohibited, except:
a. an emergency Bypass when a structural, mechanical or electrical failure causes a
temporary reduction in the capacity of a treatment process or when an unforeseen
flow condition exceeds the design capacity of a treatment process that is likely to
result in personal injury, loss of life, health hazard, basement flooding, severe
property damage, equipment damage or treatment process upset, if a portion of
the flow is not bypassed;
b. a planned Bypass that is a direct and unavoidable result of a planned repair and
maintenance procedure or other circumstance(s), the Owner having notified the
District Manager in writing at least fifteen (15) days prior to the occurrence of
Bypass, including an estimated quantity and duration of the Bypass, an
assessment of the impact on the quality of the Final Effluent and the mitigation
measures if necessary, and the District Manager has given written consent of the
Bypass;
17. Notwithstanding the exceptions given in Paragraph 1 , the Operating Agency shall
undertake everything practicable to maximize the flow through the downstream
treatment process(es) prior to bypassing.
18. At the beginning of a Bypass Event, the Owner shall immediately notify the Spills
Action Centre (SAC) and the local Medical Officer of Health. This notice shall include,
at a minimum, the following information:
a. the type of the Bypass as indicated in Paragraph 1 and the reason(s) for the
Bypass;
b. the date and time of the beginning of the Bypass;
c. the treatment process(es) gone through prior to the Bypass and the treatment
process(es) bypassed;
d. the effort(s) done to maximize the flow through the downstream treatment
process(es) and the reason(s) why the Bypass was not avoided.
19. Upon confirmation of the end of a Bypass Event, the Owner shall immediately notify
the Spills Action Centre (SAC) and the local Medical Officer of Health. This notice shall
include, at a minimum, the following information:
a. the date and time of the end of the Bypass;
b. the estimated or measured volume of Bypass.
20. For any Bypass Event, the Owner shall collect daily sample(s) of the Final Effluent,
inclusive of the Event and analyze for all effluent parameters outlined in Compliance
Limits condition, except for E. coli , toxicity to Rainbow Trout and Daphnia magna, total
residual chlorine / bisulphite residual, dissolved oxygen, pH, temperature and unionized
ammonia, following the same protocol specified in the Monitoring and Recording
condition as for the regular samples. The sample(s) shall be in addition to the regular
Final Effluent samples required under the monitoring and recording condition, except
when the Event occurs on a scheduled monitoring day.
21. The Owner shall submit a summary report of the Bypass Event(s) to the District
Manager on a quarterly basis, no later than each of the following dates for each
calendar year: February 15, May 15, August 15, and November 15. The summary
reports shall contain, at a minimum, the types of information set out in Paragraphs (3),
(4) and (5) and either a statement of compliance or a summary of the non-compliance
notifications submitted as required under Paragraph 1 of Condition 11 . If there is no
Bypass Event during a quarter, a statement of no occurrence of Bypass is deemed
sufficient.
22. The Owner shall develop a notification procedure in consultation with the District
Manager and SAC and notify the public and downstream water users that may be
adversely impacted by any Bypass Event.
23. OVERFLOWS
24. Any Overflow is prohibited, except:
a. an emergency Overflow in an emergency situation when a structural, mechanical
or electrical failure causes a temporary reduction in the capacity of the Works or
when an unforeseen flow condition exceeds the design capacity of the Works that
is likely to result in personal injury, loss of life, health hazard, basement flooding,
severe property damage, equipment damage or treatment process upset, if a
portion of the flow is not overflowed;
b. a planned Overflow that is a direct and unavoidable result of a planned repair and
maintenance procedure or other circumstance(s), the Owner having notified the
District Manager in writing at least fifteen (15) days prior to the occurrence of
Overflow, including an estimated quantity and duration of the Overflow, an
assessment of the impact on the environment and the mitigation measures if
necessary, and the District Manager has given written consent of the Overflow;
25. Notwithstanding the exceptions given in Paragraph 1 , the Operating Agency shall
undertake everything practicable to maximize the flow through the downstream
treatment process(es) and Bypass(es) prior to overflowing.
26. At the beginning of an Overflow Event, the Owner shall immediately notify the Spills
Action Centre (SAC) and the local Medical Officer of Health. This notice shall include,
at a minimum, the following information:
a. the type of the Overflow as indicated in Paragraph 1 and the reason(s) for the
Overflow;
b. the date and time of the beginning of the Overflow;
c. the point of the Overflow from the Works, the treatment process(es) gone through
prior to the Overflow, the disinfection status of the Overflow and whether the
Overflow is discharged through the effluent disposal facilities or an alternate
location;
d. the effort(s) done to maximize the flow through the downstream treatment
process(es) and Bypass(es) and the reason(s) why the Overflow was not avoided.
27. Upon confirmation of the end of an Overflow Event, the Owner shall immediately
notify the Spills Action Centre (SAC) and the local Medical Officer of Health. This notice
shall include, at a minimum, the following information:
a. the date and time of the end of the Overflow;
b. the estimated or measured volume of the Overflow.
28. For any Overflow Event
a. in the Sewage Treatment Plant, the Owner shall collect grab sample(s) of the
Overflow, one near the beginning of the Event and one every eight (8) hours for
the duration of the Event, and have them analyzed at least for CBOD5, total
suspended solids, total phosphorus, total ammonia nitrogen, nitrate as N, nitrite as
N, total Kjeldahl nitrogen, E. coli., except that raw sewage and primary treated
effluent Overflow shall be analyzed for BOD5, total suspended solids, total
phosphorus and total Kjeldahl nitrogen only.
b. at a sewage pumping station in the collection system, the Owner shall collect at
least one (1) grab sample representative of the Overflow Event and have it
analyzed for BOD5, total suspended solids, total phosphorus and total Kjeldahl
nitrogen.
29. The Owner shall submit a summary report of the Overflow Event(s) to the District
Manager on a quarterly basis, no later than each of the following dates for each
calendar year: February 15, May 15, August 15, and November 15. The summary
report shall contain, at a minimum, the types of information set out in Paragraphs (3),
(4) and (5). If there is no Overflow Event during a quarter, a statement of no occurrence
of Overflow is deemed sufficient.
30. The Owner shall develop a notification procedure in consultation with the District
Manager and SAC and notify the public and downstream water users that may be
adversely impacted by any Overflow Event.
31. DESIGN OBJECTIVES
32. The Owner shall design and undertake everything practicable to operate the
Sewage Treatment Plant in accordance with the following objectives:
a. Final Effluent parameters design objectives listed in the table(s) included in
Schedule B.
b. Final Effluent is essentially free of floating and settleable solids and does not
contain oil or any other substance in amounts sufficient to create a visible film or
sheen or foam or discolouration on the receiving waters.
c. Annual Average Daily Influent Flow is within the Rated Capacity of the Sewage
Treatment Plant.
33.
34. COMPLIANCE LIMITS
1. The Owner shall operate and maintain the Sewage Treatment Plant such that
compliance limits for the Final Effluent parameters listed in the table(s) included in
Schedule C are met.
35.
OPERATION AND MAINTENANCE
1. The Owner shall ensure that, at all times, the Works and the related equipment and
appurtenances used to achieve compliance with this Approval are properly operated
and maintained. Proper operation and maintenance shall include effective performance,
adequate funding, adequate staffing and training, including training in all procedures
and other requirements of this Approval and the OWRA and regulations, adequate
laboratory facilities, process controls and alarms and the use of process chemicals and
other substances used in the Works.
2. The Owner shall update and maintain the operations manual for the Works within six
(6) months of completion of construction of the Proposed Works, that includes, but not
necessarily limited to, the following information:
a. operating procedures for the Works under Normal Operating Conditions;
b. inspection programs, including frequency of inspection, for the Works and the
methods or tests employed to detect when maintenance is necessary;
c. repair and maintenance programs, including the frequency of repair and
maintenance for the Works;
d. procedures for the inspection and calibration of monitoring equipment;
e. operating procedures for the Works to handle situations outside Normal Operating
Conditions and emergency situations such as a structural, mechanical or electrical
failure, or an unforeseen flow condition, including procedures to minimize
Bypasses and Overflows;
f. a spill prevention and contingency plan, consisting of procedures and contingency
plans, including notification to the District Manager, to reduce the risk of spills of
pollutants and prevent, eliminate or ameliorate any adverse effects that result or
may result from spills of pollutants;
g. procedures for receiving, responding and recording public complaints, including
recording any followup actions taken.
3. The Owner shall maintain the operations manual up-to-date and make the manual
readily accessible for reference at the Works.
4. The Owner shall ensure that the Operating Agency fulfills the requirements under O.
Reg. 129/04, as amended for the Works, including the classification of facilities,
licensing of operators and operating standards.
36. MONITORING AND RECORDING
37. The Owner shall, upon commencement of operation of the Works, carry out a
scheduled monitoring program of collecting samples at the required sampling points, at
the frequency specified or higher, by means of the specified sample type and analyzed
for each parameter listed in the tables under the monitoring program included in
Schedule D and record all results, as follows:
a. all samples and measurements are to be taken at a time and in a location
characteristic of the quality and quantity of the sewage stream over the time period
being monitored.
b. a schedule of the day of the week/month for the scheduled sampling shall be
created. The sampling schedule shall be revised and updated every year through
rotation of the day of the week/month for the scheduled sampling program, except
when the actual scheduled monitoring frequency is three (3) or more times per
week.
c. definitions and preparation requirements for each sample type are included in
document referenced in Paragraph 3.b.
d. definitions for frequency:
i. Daily means once every day;
ii. Weekly means once every week;
iii. Monthly means once every month;
iv. Quarterly means once every three months; and
v. Annually means once every year;
38. In addition to the scheduled monitoring program required in Paragraph 1 , the Owner
shall collect daily sample(s) of the Final Effluent, on any day when there is any situation
outside Normal Operating Conditions, by means of the specified sample type and
analyzed for each parameter listed in the tables under the monitoring program included
in Schedule D, except for E. coli , toxicity to Rainbow Trout and Daphnia magna, total
residual chlorine / bisulphite residual, dissolved oxygen, pH, temperature and unionized
ammonia.
39. The methods and protocols for sampling, analysis and recording shall conform, in
order of precedence, to the methods and protocols specified in the following documents
and all analysis shall be conducted by a laboratory accredited to the ISO/IEC:17025
standard or as directed by the District Manager:
a. the Ministry's Procedure F-10-1 , "Procedures for Sampling and Analysis
Requirements for Municipal and Private Sewage Treatment Works (Liquid Waste
Streams Only), as amended;
b. the Ministry's publication "Protocol for the Sampling and Analysis of
Industrial/Municipal Wastewater Version 2.0" (January 2016), PIBS 2724e02, as
amended;
c. the publication "Standard Methods for the Examination of Water and Wastewater",
as amended.
40. The Owner shall monitor and record the flow rate and daily quantity using flow
measuring devices or other methods of measurement as approved below calibrated to
an accuracy within plus or minus 15 per cent (+/- 15%) of the actual flowrate of the
following:
a. final Effluent discharged from the Sewage Treatment Plant by continuous flow
measuring devices and instrumentations located downstream UV disinfection
system;
b. septage received for co-treatment at the Sewage Treatment Plant by flow
measuring devices;
41. The Owner shall retain for a minimum of five (5) years from the date of their
creation, all records and information related to or resulting from the monitoring activities
required by this Approval.
42.
LIMITED OPERATIONAL FLEXIBILITY
1. The Owner may make pre-authorized modifications to the sewage pumping stations
and Sewage Treatment Plant in Works in accordance with the document "Limited
Operational Flexibility - Protocol for Pre-Authorized Modifications to Municipal Sewage
Works" (Schedule E), as amended, subject to the following:
a. the modifications will not involve the addition of any new treatment process or the
removal of an existing treatment process, including chemical systems, from the
liquid or solids treatment trains as originally designed and approved.
b. the scope and technical aspects of the modifications are in line with those
delineated in Schedule E and conform with the Ministry's publication "Design
Guidelines for Sewage Works 2008", as amended, Ministry's regulations, policies,
guidelines, and industry engineering standards;
c. the modifications shall not negatively impact on the performance of any process or
equipment in the Works or result in deterioration in the Final Effluent quality;
d. where the pre-authorized modification requires notification, a "Notice of
Modifications to Sewage Works" (Schedule E), as amended shall be completed
with declarations from a Professional Engineer and the Owner and retained on-
site prior to the scheduled implementation date. All supporting information
including technical memorandum, engineering plans and specifications, as
applicable and appropriate to support the declarations that the modifications
conform with LOF shall remain on-site for future inspection.
2. The following modifications are not pre-authorized under Limited Operational
Flexibility:
a. Modifications that involve addition or extension of process structures, tankages or
channels;
b. Modifications that involves relocation of the Final Effluent outfall or any other
discharge location or that may require reassessment of the impact to the receiver
or environment;
c. Modifications that involves addition of or change in technology of a treatment
process or that may involve reassessment of the treatment train process design;
d. Modifications that requires changes to be made to the emergency response, spill
prevention and contingency plan; or
e. Modifications that are required pursuant to an order issued by the Ministry.
43. REPORTING
1. The Owner shall report to the District Manager orally as soon as possible any non-
compliance with the compliance limits, and in writing within seven (7) days of non-
compliance.
2. The Owner shall, within fifteen (15) days of occurrence of a spill within the meaning
of Part X of the EPA, submit a full written report of the occurrence to the District
Manager describing the cause and discovery of the spill, clean-up and recovery
measures taken, preventative measures to be taken and schedule of implementation, in
addition to fulfilling the requirements under the EPA and O. Reg. 675/98 "Classification
and Exemption of Spills and Reporting of Discharges".
3. The Owner shall prepare performance reports on a calendar year basis and submit to
the District Manager by March 31 of the calendar year following the period being
reported upon. The reports shall contain, but shall not be limited to, the following
information pertaining to the reporting period:
a. a summary and interpretation of all Influent and Imported Sewage monitoring data,
and a review of the historical trend of the sewage characteristics and flow rates;
b. a summary and interpretation of all Final Effluent monitoring data, including
concentration, flow rates, loading and a comparison to the design objectives and
compliance limits in this Approval, including an overview of the success and
adequacy of the Works;
c. a summary of any deviation from the monitoring schedule and reasons for the
current reporting year and a schedule for the next reporting year;
d. a summary of all operating issues encountered and corrective actions taken;
e. a summary of all normal and emergency repairs and maintenance activities
carried out on any major structure, equipment, apparatus or mechanism forming
part of the Works;
f. a summary of any effluent quality assurance or control measures undertaken;
g. a summary of the calibration and maintenance carried out on all Influent, Imported
Sewage and Final Effluent monitoring equipment to ensure that the accuracy is
within the tolerance of that equipment as required in this Approval or
recommended by the manufacturer;
h. a summary of efforts made to achieve the design objectives in this Approval,
including an assessment of the issues and recommendations for pro-active
actions if any are required under the following situations:
i. when any of the design objectives is not achieved more than 50% of the time
in a year, or there is an increasing trend in deterioration of Final Effluent
quality;
ii. when the Annual Average Daily Influent Flow reaches 80% of the Rated
Capacity;
i. a tabulation of the volume of sludge generated, an outline of anticipated volumes
to be generated in the next reporting period and a summary of the locations to
where the sludge was disposed;
j. a summary of any complaints received and any steps taken to address the
complaints;
k. a summary of all Bypasses, Overflows, other situations outside Normal Operating
Conditions and spills within the meaning of Part X of EPA and abnormal discharge
events;
I. a summary of all Notice of Modifications to Sewage Works completed under
Paragraph 1 .d. of Condition 10, including a report on status of implementation of
all modification.
m. a summary of efforts made to achieve conformance with Procedure F-5-1
including but not limited to projects undertaken and completed in the sanitary
sewer system that result in overall Bypass/Overflow elimination including
expenditures and proposed projects to eliminate Bypass/Overflows with estimated
budget forecast for the year following that for which the report is submitted.
n. any changes or updates to the schedule for the completion of construction and
commissioning operation of major process(es) / equipment groups in the
Proposed Works.
The reasons for the imposition of these terms and conditions are as follows:
1 . Condition 1 regarding general provisions is imposed to ensure that the Works are
constructed and operated in the manner in which they were described and upon which
approval was granted.
2. Condition 2 regarding change of Owner and Operating Agency is included to ensure
that the Ministry records are kept accurate and current with respect to ownership and
Operating Agency of the Works and to ensure that subsequent owners of the Works
are made aware of the Approval and continue to operate the Works in compliance with
it.
3. Condition 3 regarding construction of Proposed Works/record drawings is included to
ensure that the Works are constructed in a timely manner so that standards applicable
at the time of Approval of the Works are still applicable at the time of construction to
ensure the ongoing protection of the environment, and also ensure that the Works are
constructed in accordance with the Approval and that record drawings of the Works "as
constructed" are updated and maintained for future references.
4. Condition 4 regarding Bypasses is included to indicate that Bypass is prohibited,
except in circumstances where the failure to Bypass could result in greater damage to
the environment than the Bypass itself. The notification and documentation
requirements allow the Ministry to take action in an informed manner and will ensure
the Owner is aware of the extent and frequency of Bypass Events.
5. Condition 5 regarding Overflows is included to indicate that Overflow of untreated or
partially treated sewage to the receiver is prohibited, except in circumstances where the
failure to Overflow could result in greater damage to the environment than the Overflow
itself. The notification and documentation requirements allow the Ministry to take action
in an informed manner and will ensure the Owner is aware of the extent and frequency
of Overflow Events.
6. Condition 6 regarding design objectives is imposed to establish non-enforceable
design objectives to be used as a mechanism to trigger corrective action proactively
and voluntarily before environmental impairment occurs.
7. Condition 7 regarding compliance limits is imposed to ensure that the Final Effluent
discharged from the Works to the environment meets the Ministry's effluent quality
requirements.
8. Condition 8 regarding operation and maintenance is included to require that the
Works be properly operated, maintained, funded, staffed and equipped such that the
environment is protected and deterioration, loss, injury or damage to any person or
property is prevented. As well, the inclusion of a comprehensive operations manual
governing all significant areas of operation, maintenance and repair is prepared,
implemented and kept up-to-date by the Owner. Such a manual is an integral part of
the operation of the Works. Its compilation and use should assist the Owner in staff
training, in proper plant operation and in identifying and planning for contingencies
during possible abnormal conditions. The manual will also act as a benchmark for
Ministry staff when reviewing the Owner's operation of the Works.
9. Condition 9 regarding monitoring and recording is included to enable the Owner to
evaluate and demonstrate the performance of the Works, on a continual basis, so that
the Works are properly operated and maintained at a level which is consistent with the
design objectives and compliance limits.
10. Condition 10 regarding Limited Operational Flexibility is included to ensure that the
Works are constructed, maintained and operated in accordance with the Approval, and
that any pre-approved modification will not negatively impact on the performance of the
Works.
11 . Condition 11 regarding reporting is included to provide a performance record for
future references, to ensure that the Ministry is made aware of problems as they arise,
and to provide a compliance record for this Approval.
Schedule A
1. "Addendum to ESR's for Eden, Straffordville and Vienna Sewage and Water Works",
dated June 1999, and "Port Burwell Waste Water Treatment Plant Expansion - Design
Brief', dated July 1999, prepared by Acres & Associated Environmental Limited, and
subsequent information submitted by Cyril J. Demeyere Limited.
2. "Exfiltration Gallery Assessment, Port Burwell Wastewater Treatment Plant
Expansion, Bayham, Ontario" prepared by Golder Associates Ltd., dated June 2002;
and
3. Design Summary and contract drawings, dated November 15, 2002 and submitted
for approval on March 26, 2003, by Acres & Associated Environmental Limited.
4. Letter entitled "Exfiltration Gallery Investigation, Port Burwell Wastewater Treatment
Plant Expansion, Bayham, Ontario", with attachments, by Frank S. Barone of Golder
Associates Ltd. to Geoff Burns of Acres & Associated Environmental Limited, dated
March 20, 2003;
5. Letter dated 21 September 2004 from Cyril J. Demeyere of CJDL to Paul Farrace of
the Ontario Ministry of the Environment (MOE);
6. Drawing No. 1 - "Exfiltration Gallery Collection Drains", prepared by CJDL, Project
No. 0441 , dated November 2004;
7. Application for Approval of Municipal and Private Sewage Works, dated November 3,
2004 and received November 12, 2004, and cover letter submitted by Cyril J.
Demeyere of Cyril J. Demeyere Limited (CJDL), dated 2 November 2004;
8. Facsimiles dated January 3, 2005 and January 14, 2005 from Cyril J. Demeyere of
CJDL to Andre Schnell of the MOE;
9. Application for Approval of Municipal and Private Sewage Works submitted by the
Municipality of Bayham dated October 27, 2008 and design specifications and drawings
prepared by Cyril J. Demeyere Limited, Consulting Engineers, Tillsonburg, Ontario.
10. Application for Approval of Municipal and Private Sewage Works submitted by the
Municipality of Bayham dated March 30, 2009 and design specifications and drawings
prepared by Spriet Associates London Limited, London, Ontario.
11. Application for amendment of Enviornmental Compliance Approval submitted by the
Municipality of the Bayham dated June 15, 2017 and design specifications and
drawings dated June 2017 prepared by Ontario Clean Water Agency, Toronto, Ontario.
Schedule B
Final Effluent Design Objectives
Concentration Objectives
Final Effluent Averaging Calculator Objective
Parameter (milligrams per litre unless
otherwise indicated)
CBOD5 Monthly Average Effluent 10.0 mg/L
Concentration
Total Suspended Monthly Average Effluent 10.0 mg/L
Solids Concentration
Total Phosphorus Monthly Average Effluent 0.75 mg/L
Concentration
Total Ammonia Monthly Average Effluent 1 .0 mg/L (Apr 16 - Nov 30)
Nitrogen Concentration 3.0 mg/L (Dec 1 - Apr 15)
Monthly Average Effluent
Concentration
E. coli Monthly Geometric Mean Density 150 organisms per 100 mL
pH Single Sample Result 6.5 - 8.5 inclusive
Dissolved Oxygen Single Sample Result > 5.0 mg/L
Schedule C
Final Effluent Compliance Limits
Concentration Limits
Final Effluent Averaging Calculator Limit
Parameter (maximum unless otherwise
indicated)
CBOD5 Monthly Average Effluent 15.0 mg/L
Concentration
Total Suspended Monthly Average Effluent 15.0 mg/L
Solids Concentration
Total Phosphorus Monthly Average Effluent 1 .0 mg/L
Concentration
Total Ammonia Monthly Average Effluent 2.0 mg/L (Apr 16 - Nov 30)
Nitrogen Concentration 5.0 mg/L (Dec 1 - Apr 15)
Monthly Average Effluent
Concentration
Un-Ionized Ammonia Monthly Average Effluent 0.10 mg/L
Concentration
E. coli Monthly Geometric Mean Density 200 organisms per 100 mL
(Apr 15 - Nov 30)
(Dec 1 - April 14 as required)
pH Single Sample Result between 6.0 - 9.5 inclusive
Loading Limits
Final Effluent Averaging Calculator Limit
Parameter (maximum unless otherwise
indicated)
CBOD5 Annual Average Daily Effluent 15.9 kg/d
Loading
Total Suspended Annual Average Daily Effluent 15.9 kg/d
Solids Loading
Total Phosphorus Annual Average Daily Effluent 1 .06 kg/d
Loading
Total Ammonia Monthly Average Daily Effluent 2.16 kg/d (Apr 16 - Nov 30)
Nitrogen Loading 5.30 kg/d (Apr 16 - Nov 30)
Monthly Average Daily Effluent
Loading
Un-ionized Ammonia Monthly Average Daily Effluent 0.106 kg/d
Loading
Maximum Effluent Discharge Rates
Period Monthly Daily Effluent Flow
(maximum unless otherwise indicated)
Daily 2,650 m 3 /d
Schedule D
Monitoring Program
Influent - Treatment Plant Inlet Works
Parameters Sample Type Minimum Frequency
BOD5 8 hour composite Weekly
Total Suspended Solids 8 hour composite Weekly
Total Phosphorus 8 hour composite Weekly
Total Kjeldahl Nitrogen 8 hour composite Weekly
Imported Sewage - Septage Receiving Station
Parameters Sample Type Minimum Frequency
BOD5 Grab Weekly
Total Suspended Solids Grab Weekly
Total Phosphorus Grab Weekly
Total Kjeldahl Nitrogen Grab Weekly
Final Effluent
Sampling Point: Treatment Plant Effluent Outfall after UV System and Prior to
Exfiltration Gallery
Parameters Sample Type Minimum Frequency
CBOD5 8 hour composite Weekly
Total Suspended Solids 8 hour composite Weekly
Total Phosphorus 8 hour composite Weekly
Total Ammonia 8 hour composite Weekly
Nitrogen
Total Kjeldahl Nitrogen 8 hour composite Weekly
Nitrate as Nitrogen 8 hour composite Weekly
Nitrite as Nitrogen 8 hour composite Weekly
Alkalinity 8 hour composite Weekly
E. coli Grab Weekly
PH* Grab Weekly
Temperature* Grab Weekly
Un-ionized Ammonia** As Calculated Weekly
Final Effluent - Sampling Point: Outfall Sewer at MH79
Parameters Sample Type Minimum Frequency***
CBOD5 8 hour composite Annually
Total Suspended Solids 8 hour composite Annually
Total Phosphorus 8 hour composite Annually
Total Ammonia 8 hour composite Annually
Nitrogen
Total Kjeldahl Nitrogen 8 hour composite Annually
Nitrate as Nitrogen 8 hour composite Annually
Nitrite as Nitrogen 8 hour composite Annually
Alkalinity 8 hour composite Annually
E. coli Grab Annually
PH* Grab Annually
Temperature* Grab Annually
Un-ionized Ammonia** As Calculated Annually
* pH and temperature of the Final Effluent shall be determined in the field at the time of sampling
for Total Ammonia Nitrogen.
** The concentration of un-ionized ammonia shall be calculated using the total ammonia
concentration, pH and temperature using the methodology stipulated in "Ontario's Provincial Water
Quality Objectives" dated July 1994, as amended.
***Sampling shall be performed in April or early May of each calendar year.
Schedule E
Limited Operational Flexibility
Protocol for Pre-Authorized Modifications to Municipal
Sewage Works
1. General
2. Pre-authorized modifications are permitted only where Limited Operational Flexibility
has already been granted in the Approval and only permitted to be made at the
pumping stations and sewage treatment plant in the Works, subject to the conditions of
the Approval.
3. Where there is a conflict between the types and scope of pre-authorized
modifications listed in this document, and the Approval where Limited Operational
Flexibility has been granted, the Approval shall take precedence.
4. The Owner shall consult the District Manager on any proposed modifications that
may fall within the scope and intention of the Limited Operational Flexibility but is not
listed explicitly or included as an example in this document.
5. The Owner shall ensure that any pre-authorized modifications will not:
f. adversely affect the hydraulic profile of the Sewage Treatment Plant or the
performance of any upstream or downstream processes, both in terms of hydraulics
and treatment performance;
g. result in new Overflow or Bypass locations, or any potential increase in frequency or
quantity of Overflow(s) or Bypass(es).
h. result in a reduction in the required Peak Flow Rate of the treatment process or
equipment as originally designed.
9. Modifications that do not require pre-authorization:
10. Sewage works that are exempt from Ministry approval requirements;
11. Modifications to the electrical system, instrumentation and control system.
12. Pre-authorized modifications that do not require preparation of "Notice of
Modification to Sewage Works"
13. Normal or emergency maintenance activities, such as repairs, renovations,
refurbishments and replacements with Equivalent Equipment, or other improvements to
an existing approved piece of equipment of a treatment process do not require pre-
authorization. Examples of these activities are:
a. Repairing a piece of equipment and putting it back into operation, including
replacement of minor components such as belts, gear boxes, seals, bearings;
b. Repairing a piece of equipment by replacing a major component of the equipment
such as motor, with the same make and model or another with the same or very close
power rating but the capacity of the pump or blower will still be essentially the same as
originally designed and approved;
c. Replacing the entire piece of equipment with Equivalent Equipment.
14. Improvements to equipment efficiency or treatment process control do not require
pre-authorization. Examples of these activities are:
a. Adding variable frequency drive to pumps;
b. Adding on-line analyzer, dissolved oxygen probe, ORP probe, flow measurement or
other process control device.
15. Pre-Authorized Modifications that require preparation of "Notice of Modification to
Sewage Works"
16. Pumping Stations
q. Replacement, realignment of existing sewers including manholes, valves, gates,
weirs and associated appurtenances provided that the modifications will not add new
influent source(s) or result in an increase in flow from existing sources as originally
approved.
r. Extension or partition of wetwell to increase retention time for emergency response
and improve station maintenance and pump operation;
s. Replacement or installation of inlet screens to the wetwell;
t. Replacement or installation of flowmeters, construction of station bypass;
u. Replacement, reconfiguration or addition of pumps and modifications to pump
suctions and discharge pipings including valve, gates, motors, variable frequency
drives and associated appurtenances to maintain firm pumping capacity or modulate
the pump rate provided that the modifications will not result in a reduction in the firm
pumping capacity or discharge head or an increase in the peak pumping rate of the
pumping station as originally designed;
v. Replacement, realignment of existing forcemain(s) valves, gates, and associated
appurtenances provided that the modifications will not reduce the flow capacity or
increase the total dynamic head and transient in the forcemain.
23. Sewage Treatment Plant
24. Sewers and appurtenances
a. Replacement, realignment of existing sewers (including pipes and channels) or
construction of new sewers, including manholes, valves, gates, weirs and
associated appurtenances within the a sewage treatment plant, provided that the
modifications will not add new influent source(s) or result in an increase in flow
from existing sources as originally approved and that the modifications will remove
hydraulic bottlenecks or improve the conveyance of sewage into and through the
Works.
25. Flow Distribution Chambers/Splitters
a. Replacement or modification of existing flow distribution chamber/splitters or
construction of new flow distribution chamber/splitters, including replacements or
installation of sluice gates, weirs, valves for distribution of flows to the downstream
process trains, provided that the modifications will not result in a change in flow
distribution ratio to the downstream process trains as originally designed.
26. Imported Sewage Receiving Facility
1. Replacement, relocation or installation of loading bays, connect/disconnect hook-
up systems and unloading/transferring systems;
2. Replacement, relocation or installation of screens, grit removal units and
compactors;
3. Replacement, relocation or installation of pumps, such as dosing pumps and
transfer pumps, valves, piping and appurtenances;
4. Replacement, relocation or installation of storage tanks/chambers and spill
containment systems;
5. Replacement, relocation or installation of flow measurement and sampling
equipment;
6. Changes to the source(s) or quantity from each source, provided that changes will
not result in an increase in the total quantity and waste loading of each type of
Imported Sewage already approved for co-treatment.
27. Preliminary Treatment System
a. Replacement of existing screens and grit removal units with equipment of the
same or higher process performance technology, including where necessary
replacement or upgrading of existing screenings dewatering washing compactors,
hydrocyclones, grit classifiers, grit pumps, air blowers conveyor system, disposal
bins and other ancillary equipment to the screening and grit removal processes.
b. Replacement or installation of channel aeration systems, including air blowers, air
supply main, air headers, air laterals, air distribution grids and diffusers.
28. Primary Treatment System
a. Replacement of existing sludge removal mechanism, including sludge chamber;
b. Replacement or installation of scum removal mechanism, including scum
chamber;
c. Replacement or installation of primary sludge pumps, scum pumps, provided
that:the modifications will not result in a reduction in the firm pumping capacity or
discharge head that the primary sludge pump(s) and scum pump(s) are originally
designed to handle.
29. Secondary Treatment System
1. Biological Treatment
a. Conversion of complete mix aeration tank to plug-flow multi-pass aeration
tank, including modifications to internal structural configuration;
b. Addition of inlet gates in multi-pass aeration tank for step-feed operation
mode;
c. Partitioning of an anoxic/flip zone in the inlet of the aeration tank, including
installation of submersible mixer(s);
d. Replacement of aeration system including air blowers, air supply main, air
headers, air laterals, air distribution grids and diffusers, provided that the
modifications will not result in a reduction in the firm capacity or discharge
pressure that the blowers are originally designed to supply or in the net
oxygen transferred to the wastewater required for biological treatment as
originally required.
2. Secondary Sedimentation
a. Replacement of sludge removal mechanism, including sludge chamber;
b. Replacement or installation of scum removal mechanism, including scum
chamber;
c. Replacement or installation of return activated sludge pump(s), waste
activated sludge pump(s), scum pump(s), provided that the modifications will
not result in a reduction in the firm pumping capacity or discharge head that
the activated sludge pump(s) and scum pump(s) are originally designed to
handle.
30. Post-Secondary Treatment System
a. Replacement of filtration system with equipment of the same filtration technology,
including feed pumps, backwash pumps, filter reject pumps, filtrate extract pumps,
holding tanks associated with the pumping system, provided that the modifications
will not result in a reduction in the capacity of the filtration system as originally
designed.
31. Disinfection System
1. UV Irridation
a. Replacement of UV irridation system, provided that the modifications will not
result in a reduction in the design capacity of the disinfection system or the
radiation level as originally designed.
2. Chlorination/Dechlori nation and Ozonation Systems
a. Extension and reconfiguration of contact tank to increase retention time for
effective disinfection and reduce dead zones and minimize short-circuiting;
b. Replacement or installation of chemical storage tanks, provided that the
tanks are provided with effective spill containment.
32. Supplementary Treatment Systems
1. Chemical systems
a. Replacement, relocation or installation of chemical storage tanks for existing
chemical systems only, provided that the tanks are sited with effective spill
containment;
b. Replacement or installation of chemical dosing pumps provided that the
modifications will not result in a reduction in the firm capacity that the dosing
pumps are originally designed to handle.
c. Relocation and addition of chemical dosing point(s) including chemical feed
pipes and valves and controls, to improve phosphorus removal efficiency;
d. Use of an alternate chemical provided that it is a non-proprietary product and
is a commonly used alternative to the chemical approved in the Works,
provided that the chemical storage tanks, chemical dosing pumps, feed pipes
and controls are also upgraded, as necessary..
33. Sludge Management System
1. Sludge Holding and Thickening
a. Replacement or installation of sludge holding tanks, sludge handling pumps,
such as transfer pumps, feed pumps, recirculation pumps, provided that
modifications will not result in reduction in the solids storage or handling
capacities;
2. Sludge Digestion
a. Replacement or installation of digesters, sludge handling pumps, such as
transfer pumps, feed pumps, recirculation pumps, provided that modifications
will not result in reduction in the solids storage or handling capacities;
b. replacement of sludge digester covers.
3. Sludge Dewatering and Disposal
a. Replacement of sludge dewatering equipment, sludge handling pumps, such
as transfer pumps, feed pumps, cake pumps, loading pumps, provided that
modifications will not result in reduction in solids storage or handling
capacities.
4. Processed Organic Waste
a. Changes to the source(s) or quantity from each source, provided that
changes will not result in an increase in the total quantity already approved
for co-processing.
34. Standby Power System
1. Replacement or installation of standby power system, including feed from
alternate power grid, emergency power generator, fuel supply and storage
systems, provided that the existing standby power generation capacity is not
reduced.
35. Pilot Study
1. Small side-stream pilot study for existing or new technologies, alternative
treatment process or chemical, provided:
i. all effluent from the pilot system is hauled off-site for proper disposal or
returned back to the sewage treatment plant for at a point no further than
immediately downstream of the location from where the side-stream is drawn;
ii. no proprietary treatment process or propriety chemical is involved in the pilot
study;
iii. the effluent from the pilot system returned to the sewage treatment plant
does not significantly alter the composition/concentration of or add any new
contaminant/inhibiting substances to the sewage to be treated in the
downstream process;
iv. the pilot study will not have any negative impacts on the operation of the
sewage treatment plant or cause a deterioration of effluent quality;
v. the pilot study does not exceed a maximum of two years and a notification of
completion shall be submitted to the District Manager within one month of
completion of the pilot project.
36. Lagoons
a. installing baffles in lagoon provided that the operating capacity of the lagoon
system is not reduced;
b. raise top elevation of lagoon berms to increase free-board;
c. replace or install interconnecting pipes and chambers between cells, provided that
the process design operating sequence is not changed;
d. replace or install mechanical aerators, or replace mechanical aerators with
diffused aeration system provided that the mixing and aeration capacity are not
reduced;
e. removal of accumulated sludge and disposal to an approved location offsite.
37. Final Effluent Disposal Facilities
38. Replacement or realignment of the Final Effluent channel, sewer or forcemain,
including manholes, valves and appurtenances from the end of the treatment train to
the discharge outfall section, provided that the sewer conveys only effluent discharged
from the Sewage Treatment Plant and that the replacement or re-aligned sewer has
similar dimensions and performance criteria and is in the same or approximately the
same location and that the hydraulic capacity will not be reduced.
This page contains an image of the form entitled "Notice of Modification to Sewage
Works". A digital copy can be obtained from the District Manager.
�-,>Ontario Envir cl nmente
Environment
and Climate Change Notice of Modification to Sewage Works
RETAIN COPY OF COMPLETED FORM AS PART OF THE ECA DN-SITE PRIOR TO THE SCHEDULED
IMPLEMENTATION DATE-
Part 1 — Environmental Compliance Approval {ECA}with Limited Operational Flexibility
tlnsert dhe EGl's owner rwrnGar and:ssuance dare end nooks nr,naCer,wh.4:il should start wkh�i'srrd cnnsa,euh�e nlui�ers rhtwes!!erJ
£CA NL nber lesuame Dme{fr4ri tlt4yy} Noce fiuinher Oil af4le W
FQA€karer I Ul.r rlrAlly
Part 2: Description of the modifications as part of the Limited Operational Flexibility
tAffwh a derar7ed desciojan of the sewage w2A9)
Dewidhon shall include:
1.A dM9 d19=riplion ad the nvoaitel6m uftr operabons bb Ull&Sewagot works{e.g,sewagework ccmp8r-sw.lotmibn.Sire,04UipmIgni.
typafr KxM.materiel,process name.sic.)
2.0onflrmaWathet the ardlclpwed enwKwnental effects are nr<g6giNe-
3.LIST 0 updaW vermPhs of,of amendm N%trr.all relevanl leamiaal documents Mai are atreoted try the mpdilleallons.SS appileatle,Le-
submi5km of dvx-entaGon its rUt required,but 1ho HFUrig 01 updated documOds i5(design eriet,drawings,ernergenoy 09A 01c,)
Part 3- Declaration by Professional Engineer
I h Uy dejaEt That I helve verired the SGofe and teChniCal aspeas 01 INS moditiCa"and ggndirm 1hat pre pe.gign:
1.Has been prepared or reviewed by a Professional Engineer who is Iicansed to prauicein Me Province crFOrltario:
2 Has been designed in aecordenia with the Limited Operaiionel Flexibility as described in lha ECA;
3 Has haan designed ennaletad wFth Mlnlatn/e,Ceslgn Guideline%adhering to anglnaamg slay d .Induatly+a heat nwugemeM
pextiCes,and demonstrdling ongoing COmplianoe Mtn s,55 of the OntMo Water Resowces.Act;sold otherappmpriOl regulations,
I hereby delve that bb Nt bmt of my kf*ff6dg6,inlorina661,iand bolieF 0*information contained in IN&roan is compLet9 and=urale
Name tiPr+At PEO UCenw FUmt}er
5gna W re Dale�rnnnddW
Name or ElrVloNr
Part 4-- Declaration by Owner
I hereby dec4ue that:
1.I am aulhorized by 1ha Owner m to caple%I.MN DetlerslIon,
2.Tine Owner consents to the ny4dlcstlon;wo
3.Tnis nxdiliwions io the 5"ago wc.ks are proposed in accordant¢with the Lrt7ited QWatidnal F imibilily as described in the E CA.
4.The Owner has fuAilled all appkable requirements of the EnOronwen&W Assessmenr Act
I hereby declare That to the boat of my knowledge,inlonmaEion end belief the information contained in This feral is oorrnpleta end accurate
Narnr of Owner PnpresmlaE4r dRrnl} Cn`ner rrpresenlali nt,W.tPrint]
Offerer RepresopUdws 5gnehlre Dew(mn+d~
&1P8 Fomi AjW 25,2M
Schedule F
Methodology for Calculating and Reporting
Monthly Average Effluent Concentration, Annual Average
Effluent Concentration and Monthly Geometric Mean Density
1. Monthly Average Effluent Concentration
Step 1 : Calculate the arithmetic mean of all Single Sample Results of the concentration
of a contaminant in the Final Effluent sampled or measured during a calendar month
and proceed as follows depending on the result of the calculation:
a. If the arithmetic mean does not exceed the compliance limit for the
contaminant, then report and use this arithmetic mean as the Monthly
Average Effluent Concentration for this parameter where applicable in
this Approval;
b. If the arithmetic mean exceeds the compliance limit for the
contaminant and there was no Bypass Event during the calendar
month, then report and use this arithmetic mean as the Monthly
Average Effluent Concentration for this parameter where applicable in
this Approval;
c. If the arithmetic mean exceeds the compliance limit for the
contaminant and there was Bypass Event(s) during the calendar
month, then proceed to Step 2;
d. If the arithmetic mean does not exceed the compliance limit for the
contaminant and there was Bypass Event(s) during the calendar
month, the Owner may still elect to proceed to Step 2 calculation of
the flow-weighted arithmetic mean.
Step 2: Calculate the flow-weighted arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured during a
calendar month and proceed depending on the result of the calculation:
a. Group No Bypass Days ( NBPD ) data and Bypass Days ( BPD ) data
during a calendar month separately;
b. Calculate the arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured
on all NBPD during a calendar month and record it as Monthly Average
NBPD Effluent Concentration;
c. Obtain the "Total Monthly NBPD Flow" which is the total amount of
Final Effluent discharged on all NBPD during the calendar month;
d. Calculate the arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured
on all BPD during a calendar month and record it as Monthly Average
BPD Effluent Concentration;
e. Obtain the "Total Monthly BPD Flow" which is the total amount of Final
Effluent discharged on all BPD during the calendar month;
f. Calculate the flow-weighted arithmetic mean using the following formula:
[(Monthly Average NBPD Effluent Concentration
x Total Monthly NBPD Flow) + (Monthly Average
BPD Effluent Concentration x Total Monthly BPD
Flow)] _ (Total Monthly NBPD Flow + Total
Monthly BPD Flow)
It should be noted that in this method, if there are no
Bypass Event for the month, the calculated result
would be the same as the non-flow-weighted
arithmetic mean method;
g. Report and use the lesser of the flow-weighted arithmetic mean obtained
in Step 2 and the arithmetic mean obtained in Step 1 as the Monthly
Average Effluent Concentration for this parameter where applicable in this
Approval.
2. Annual Average Effluent Concentration
Step 1 : Calculate the arithmetic mean of all Single Sample Results of the concentration
of a contaminant in the Final Effluent sampled or measured during a calendar year and
proceed as follows depending on the result of the calculation:
a. If the arithmetic mean does not exceed the compliance limit for the
contaminant, then report and use this arithmetic mean as the Annual
Average Effluent Concentration for this parameter where applicable in this
Approval;
b. If the arithmetic mean exceeds the compliance limit for the contaminant
and there was no Bypass Event during the calendar year, then report and
use this arithmetic mean as the Annual Average Effluent Concentration for
this parameter where applicable in this Approval;
c. If the arithmetic mean exceeds the compliance limit for the contaminant
and there was Bypass Event(s) during the calendar year, then proceed to
Step 2;
d. If the arithmetic mean does not exceed the compliance limit for the
contaminant and there was Bypass Event(s) during the calendar year, the
Owner may still elect to proceed to Step 2 calculation of the flow-weighted
arithmetic mean.
Step 2: Calculate the flow-weighted arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured during a
calendar year and proceed depending on the result of the calculation:
a. Group No Bypass Days ( NBPD ) data and Bypass Days ( BPD ) data
during a calendar year separately;
b. Calculate the arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured
on all NBPD during a calendar year and record it as Annual Average
NBPD Effluent Concentration;
c. Obtain the "Total Annual NBPD Flow" which is the total amount of Final
Effluent discharged on all NBPD during the calendar year;
d. Calculate the arithmetic mean of all Single Sample Results of the
concentration of a contaminant in the Final Effluent sampled or measured
on all BPD during a calendar year and record it as Annual Average BPD
Effluent Concentration;
e. Obtain the "Total Annual BPD Flow" which is the total amount of Final
Effluent discharged on all BPD during the calendar year;
f. Calculate the flow-weighted arithmetic mean using the following formula:
[(Annual Average NBPD Effluent Concentration
x Total Monthly NBPD Flow) + (Monthly Average
BPD Effluent Concentration x Total Annual BPD
Flow)] _ (Total Annual NBPD Flow + Total Annual
BPD Flow)
It should be noted that in this method, if there are no
Bypass Event for the calendar year, the calculated
result would be the same as the non-flow-weighted
arithmetic mean method;
g. Report and use the lesser of the flow-weighted arithmetic mean obtained
in Step 2 and the arithmetic mean obtained in Step 1 as the Annual
Average Effluent Concentration for this parameter where applicable in this
Approval.
3. Monthly Geometric Mean Density
Geometric mean is defined as the nth root of the product of n numbers. In the context
of calculating Monthly Geometric Mean Density for E.coli, the following formula shall be
used:
i X2 X3 — Xn
in which,
"n" is the number of samples collected during the calendar month; and
"x" is the value of each Single Sample Result.
For example, four weekly grab samples were collected and tested for E.coli during the
calendar month. The E.coli densities in the Final Effluent were found below:
Sample Number E.coli Densities* (organisms /100 mL)
1 10
2 100
3 300
4 50
The Geometric Mean Density for these data:
VV 10 X 100 300 X D- 0 62
*If a particular result is zero (0), then a value of one (1 ) will be substituted into the
calculation of the Monthly Geometric Mean Density.
Schedule G
Municipal and Local Services Board Wastewater System
Profile Information Form
(For reference only, images of the form are attached on the next four pages. A digital
copy can be obtained from the District Manger.)
•i.xwu uu. Municipal and Local services eoail waslewerer
Ontario .mcr.menn . SyaWm Proble Information Form
"oo'r'"mm:o.00aerrd �°a fora aam:. w•ix.FRIV
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xmomum amwlurenae uuam em••ul'r+nnm Ila'anw
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° srrenlna °sanunal•aQmmlea•ry 0Cmnmma °"lane DFill••n °Pl w i
° snmelro n.Me u•n (ANNautlpe lwaa^ °a•nleamn noeiolglm
emalre oswm wmoll °Em.nem"wlnn oPa•mww ° m.wm.m ocn�emaln
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°an.,lap.xm. 0swwo�all
[N]SLUDGE
Sludge Stabilizalion Process Method of Sludge Disposalitilization
0Aerohic Digestion ❑Agricultural
❑Anaerobic Digestion ❑Landfill
❑Drying& Pellefization ❑ Incineration
0 Lime Treatment ❑Other(spwify)=
❑Composting
Q Other(specify):
Available Sludge Storage Capacity(frig),
IfJ EFFLUENT
Effluent Disposal Method Effluent Discharge Frequerocy
C1 surface Waller
Receiving Water Body Flame; ❑Continuous
❑Seasonal
❑ Subsurface ❑Continuous
❑Seasonal
BEY fspeG� r1: ❑Continuous
❑Seasonal
Is the effluent discharged in a vulnerable area identified in the local source protection assessment report approved under the
Clean Water Act,2006?
❑Yes❑ No
[J]MIFLUENT
Does the plant receive sewage from another rrmunicipatlty or local services board either through an Interconnected collection
system or hauled sewage's
f]Yes ❑ No
("rf yes,name(s)of other municipality or local services board):
Plant receives; ❑ Leachate(apprx;oximale annual volume in m3)-
❑Septage(approximate annual volurne in rn);
❑ Industrial input(approximate annual volume in m$);
or (approximate volume Irk%.);
Oct 2014 Page 3ots
Terms and concepts
The iollorring Terms and Concepts are provided io assist you when oompleling Wasaewater System Profile Inromtaban Farm,
In OPJY bo deterl-rdma Lha t'&vel O+treatment that applies to tha w75L9weter syslem.1ho eFlluent qudliLy objWfves"the Yml. ether ire NuTb9rd grant
weft designed is meet musi be considered The process based appmedt often used in the paei has lad io confusion and is apen Eo iribmprateiian due
to-recent davelopmenlsand predice6 in the waateweterineatrmera industry.For example,a plant wish a high rate filler(ahhen referred to as a teniary
1111eq aMer IW secQr "Lreamwi W%=considered a lertiafV lreatmWnl M the paSL ginCe the Idler'A=Ae signN and operaWO*prOOKe a letia y
purity 9Ffluonl.Howmr,secondary puts are now beio)we4lrudM wilh IheM liter:a:a Saf"liard imt any polentWSeobrPJAry cldrilier
ps'riorn ar►oa degradation and not for 1he purpose of ensuring tertiary beatment performance.Also-new tachnokVies have oval wed that can produce
tertiary qualily etfftrent without having these high rate filters(e.g.,membrane bioreedora)-Lagoons were considered in 1ha past as being capable ad
prpvldlmg only smondargeqtnvalexi ireatmeni-However,With add-an irealmenrl gite+rllle logegre3{e-g.ryennlMnt wwdflllem),mow lagoon
Lreabmemt systems are cap We-or pnxrueiny secondary or Wiary qL a y eulr,eml.
DUring the esisollsnmehl of sewage works.Sl"peciflCeilluwrl units(InOvf ing averagihq perlods)are pr4;rYI0W tV the Mir gtfy'S Reglonal TechnIco
SUP" Cli0n.COMOefif q Line aS9imiIMIiwe CapaciLy Of the reCeivers a+4 Me Yninimurm trealmerrt requirements p*wi-W in PVoOedure F-5-1.The
designer M the swhne works Then selects objective values lhatare acceptable 10 1he Mir6sby and are less(f-e,more siringeno than 1he effluent
limits,in ceder is provide an adequate sAsty factor based art tbE?designer's aonfidenawexperience with the technology chosen and other site-specific
conditions.The sewage works are then deslgred(and operakmd to meet tlreae design obJe Wes In a reliable and comIstenl manner.Theme ura,the
wlUe%that are 10 W used in Uw OlenninaAion of tree level q1 tre?fln'4 I Thal?VpW W try Wgekg muss W oaso On Ire deglgn gNecllvgs,and
tlbt the slffuent Iirlrrfs.
TY*common pafarneters uses In almost all sewage wr xks perror a&Ke eviAlLiallons are 0501)5{carpocaceouslpochemlcal oWgea demand](fdODs
—f5iodwwnithl oKygon dafnand•for tAMarysewAg1ikwork3)aAd WO ttmpen kd Wids JSS],ThirBlore,iL i914itil thil the bl5iettlVe valu61 d
these two parernelers ere used to ck iermine the level ct trealmen;at the re-xa�ge warka-
Level of Treatment: Sewer System Type:
Prlmory, Sanitary Swwors;
Wadeweler trealmerd plants lhet have only eettling!sedimemlstvon Pipes that eonvey sanitary sewage ilowws made up ad wastewater
(with Of VflhoUt CrikmiCal&Vlion�and QeSigned,BAMV4+ O and discharges Irom reS+ftntial,Comrr�ercial,instilul�"Lind iridwstrial
oper,AM 10 Mliably and comsimnUy prod"30%and 501 or bolter OSLablis"GMIS plus oetraftWS flow Corfipgnonf,:from Such Sourm
reduation of BODs and TSS respedfvaly ere considered primary plants as graundwater and surlaoe run aft
(MOE Procedures F-5-1 and F-5S).
rbrnh;ned sewers;
Secondary: Pipes that convey bat sanitary Sewage and stowmYater runoff thNYWh
Waalewater trealmerd plants That have b>ialaglcal processes(e.g- asingle-plpe aysiern.
acth,@M Srudge process and itsvariations,liw4 free,processes)or
physkal omical processes i approved and aperaled Lo Pert leiySeparaled Sewers,
re1iak*and cans1sten0ypRx1uce an effkwm quality cd GDODr,and Ewrst When eAhera portion of the combined sewarares was remAlged
TSS of IS mg;L arbelterare mcsiclmed secondary plants(Section to sepalfale;sanilary and slorn]sewn aWor a service area with
8.2,MOE Design Guldelinm far$eftge WarkS,2005). combined setrers has had anew development area xrilh separale
sewers added to the service area;whatever the case may be,ft final
SmondanyEqulvslent; flows will be mrnbined sewage.
Wastewater I:Nmimenl prarrls d4si1fto.2FiproV0 and operated LD Nominally Se rated Sevres:
Mii and eonsiisler'tly rirod`ucc are 8lrlwim QualiLY 01 CDDOF'ol 25 Y Pe
mg+L and TSS aF 30 mi;t or better are considered as secandery These sewers are canstrueted as separate sewm,bur the senlrary
equivalent plans(Sedian a.2,MOE Design Guidelines for Sewage Sewers accept storrmw'ater from roar and foUr•daliom dif ins(i.e.,Lnese
Works,2006}. are aeparaled sewers in name only).
Via: 1Ussreweter�iearmer�p2srtfa Ntaf prav2de afr2y prtmsry seffbi�g
Ot;�ALiQS,ff+>Idlrta aC�2+8n OrCrliiC&fS W�r+�3r4w9 Mr@+aempv�pf 7$'u
�artp'p�"rorprt'orusJ are rnr corurdderad as smcanoar�freafm9nf ptauits or
Ear dart'aquivafenr pki=(Sa=R7n 8.2.MOE assign Ctmd kws for
Sewspe Wafka.20W)even if ram}'prod"89c'1f7 khy of secondary
equ,bererrtedf melf quaW_
Ternary:
Wastewater treal"Oafrts Thal have 0ological processes(e.g-
activated sludge owess and dSvdriikm.fixed fare pf04 sos)
anciforphysicalchemical processes designed,applwed and operated
to-redrabFy and cansistently prcduae an effluent quality of GBOD,and
T$$al 5 mglL or falter are ognaldemd tertiary puor (eidgpled dram
SecU*n t6,2-1,MOE Design Guidelines rof Sewage works,2WS)-
t .' Sipkgieaf f}fr.1C'.eaws$fJ has rMtrfksr n,denfffNf amy?mid
daharwod rarmVar can baP'Y2616WWa
secondary nr fefdfary frearmenr plaw.ThV may Zee dascfii 6d as
sKmdary frearmsm pisru with rm f cafh2n,aeeondary mmunsw plf i"
twr+ref~raftced�+'afc�res+praosahoR+s+�rnovs+,re4mvimarmanr r
w,xR nm7fCafio+r t*#C.
Oct 2414 Page aota
Upon issuance of the environmental compliance approval, I hereby revoke
Approval No(s). 6348-7QAJBF issued on June 1, 2009
In accordance with Section 139 of the Environmental Protection Act, you may by written
Notice served upon me and the Environmental Review Tribunal within 15 days after
receipt of this Notice, require a hearing by the Tribunal. Section 142 of the
Environmental Protection Act provides that the Notice requiring the hearing shall state:
a. The portions of the environmental compliance approval or each term or condition in the
environmental compliance approval in respect of which the hearing is required, and;
b. The grounds on which you intend to rely at the hearing in relation to each portion appealed.
Pursuant to subsection 139(3) of the Environmental Protection Act, a hearing may not
be required with respect to any terms and conditions in this environmental compliance
approval, if the terms and conditions are substantially the same as those contained in
an approval that is amended or revoked by this environmental compliance approval.
The Notice should also include:
1. The name of the appellant;
2. The address of the appellant;
3. The environmental compliance approval number;
4. The date of the environmental compliance approval;
5. The name of the Director, and;
6. The municipality or municipalities within which the project is to be engaged in.
And the Notice should be signed and dated by the appellant.
This Notice must be served upon:
The Secretary* The Director appointed for the purposes of Part 11.1
Environmental Review Tribunal of the Environmental Protection Act
655 Bay Street, Suite 1500 AND Ministry of the Environment and Climate Change
Toronto, Ontario 135 St. Clair Avenue West, 1st Floor
M5G 1 E5 Toronto, Ontario
M4V 1 P5
* Further information on the Environmental Review Tribunal's requirements for an appeal
can be obtained directly from the Tribunal at: Tel: (416) 212-6349, Fax: (416) 326-5370 or
www.ert.gov.on.ca
The above noted activity is approved under s.20.3 of Part 11.1 of the Environmental
Protection Act.
DATED AT TORONTO this 5th day of June,
2018
Fariha Pannu, P.Eng.
Director
appointed for the purposes of Part
11.1 of the Environmental Protection
Act
SH/
c: DWMD Supervisor, MOECC London - District
Indra Maharjan, P.Eng., Ontario Clean Water Agency
APPENDIX `D'
2015 MECP Inspection Report
Ministry of the Environment Ministere de I'Environnement et de
and Climate Change ('Action en matiere de changement
climatique
Safe Drinking Water Branch Direction du controle de la qualite de('eau
r�
3232 White Oak Road, 3'd Floor potable •�
London ON N6E 1 L8 Bureau du district de London / r Ontario
Tel(519)873-5094 3e etage
Fax(519)873-5096 3232,chemin White Oak
London(Ontario)N6E 1 L8
Tel(519)873-5094
January 14, 2016 File no. EL-BA-CH-410
The Corporation of the Municipality of Bayham
9344 Plank Road
P.O. Box 160
Straffordville, ON
NOJ 1 YO
Attention: Mr. Paul Shipway, Administrator
Re: Port Burwell Water Pollution Control Plant Inspection Report(WW#110001319)
Inspection conducted on October 23, 2015
Dear Mr. Shipway,
Please find enclosed the Ministry of the Environment Inspection Report for the Port Burwell Water Pollution
Control Plant inspection. The primary focus of this inspection was to confirm compliance with Ministry of the
Environment legislation and control documents, as well as conformance with Ministry wastewater related
policies for the inspection period. The Ministry is implementing a rigorous and comprehensive approach in the
inspection of wastewater treatment systems that focuses on the collection, treatment, and discharge
components as well as wastewater treatment system management practices.
If you have any questions regarding the report, please feel free to call me at (519) 873-5022.
Yours truly,
7t O_Q� �
CJ�r-
Roland Plante
Provincial Officer
London District Office
roland.plante(c�ontario.ca
cc. Ed Roloson,Water/Wastewater Superintendent
Elgin-St. Thomas Health Unit
Long Point Conservation Authority
t,ev � n an10
Ministry of the Environment and Climate Change
WW PORT BURWELL WPCP
Inspection Report
Site Number: 110001319
Inspection Number: 1-C46TP
Date of Inspection: Oct 23, 2015
Inspected By: Roland Plante
Ministry of the Environment and Climate Change
Wastewater Inspection Report
Ontario Table of Contents
Table of Contents
OwnerInformation......................................................................................................... 2
InspectionDetails.......................................................................................................... 2
InspectionSummary...................................................................................................... 6
Introduction .................................................................................................................................... 6
WW—Authorizing / Control Documents ........................................................................................ 6
WW— Capacity Assessment.......................................................................................................... 6
WW—Treatment Processes.......................................................................................................... 7
WW— Effluent Quality and Quantity .............................................................................................. 9
WW— Monitoring Requirements.................................................................................................. 10
WW— Reporting Requirements................................................................................................... 11
WW— Bypasses and Overflows................................................................................................... 11
WW— Biosolids Management...................................................................................................... 11
WW— Certification and Training .................................................................................................. 13
WW— Logbooks........................................................................................................................... 13
WW—Operations Manual............................................................................................................ 14
WW— Contingency/ Emergency Planning.................................................................................. 14
Non Compliance with Regulatory Requirements and Actions Required...................... 15
Summary of Recommendations and Best Practice Issues.......................................... 16
Signatures................................................................................................................... 17
Appendix A: MOECC Audit Sample Results
r
� Ministry of the Environment and Climate Change r" Ontario Inspection Report
OWNER INFORMATION:
Company Name: BAYHAM, MUNICIPALITY OF
Street Number: 9344 Unit Identifier:
Street Name: PLANK Rd N
City: STRAFFORDVILLE
Province: ON Postal Code: NOJ 1YO
CONTACT INFORMATION
Type: Main Contact Name: Ed Roloson
Phone: (519) 866-5521 Fax:
Email: eroloson@bayham.on.ca
Title: Public Works Manager
Type: Operator Name: Bob Butler
Phone: (519) 874-4761 Fax:
Email: waterdept@bayham.on.ca
Title: Operator
INSPECTION DETAILS:
Site Name: WW PORT BURWELL WPCP
Site Address: 1 CHATHAM ST BAYHAM ON NOJ 1 TO
County/District: Bayham
MOECC District/Area Office: London District
Health Unit: ELGIN-ST. THOMAS HEALTH UNIT
Conservation Authority N/A
MNR Office: N/A
Site Number: 110001319
Inspection Type: Announced
Inspection Number: 1-C46TP
Date of Inspection: Oct 23, 2015
Date of Previous Inspection: Aug 16, 2012
COMPONENTS DESCRIPTION
Site (Name): Wastewater Treatment Plant
Type: Mechanical Sewage Treatment Sub Type: Treatment Facility
Comments:
The Port Burwell WPCP is located adjacent and east of Chatham Street, approximately 700 metres
south of Wellington Street in the Municipality of Bayham, with a design average daily flow of 1,060
cubic metres per day and consisting of the following:
Influent Works
Report Generated for plantero on 14/01/2016(dd/mm/yyyy) Page 2 of 17
Site#: 110001319
WW PORT BURWELL WPCP
Date of Inspection: 23/10/2015(dd/mm/yyyy)
r
� Ministry of the Environment and Climate Change r" Ontario Inspection Report
-one (1) raw sewage pumping station with four(4) submersible sewage pumps;
-one (1) mechanical grinder rated at 3,800 cubic metres per day, one (1) manual bar screen, and one
(1) mechanical auger;
-one (1)vortex grit separator rated at 3,800 cubic metres per day;
-one (1)grit classifier;
Influent Flow Equalization
-one (1)flow equalization tank equipped with two (2) SBR influent transfer pumps each rates at 2,269
cubic metres per day and one (1) mixing pump rated at 3,860 cubic metres per day;
Sequencing Batch Reactors (SBR)
-two (2) SBR treatment units, with process unit No. 1 rated at 610 cubic metres per day and process
unit No. 2 rated at 450 cubic metres per day, including sewage distribution, sludge collection, and
decanting systems;
-two (2) sewage pumps, each rated at 7,990 cubic metres per day;
-three (3) aeration blowers, each rated at 8.8 cubic metres per minute;
Effluent Disinfection and Flow Measurement
-an ultraviolet (UV) radiation system with two (2) banks of lamps, including 10 low pressure, high
intensity UV lamps per bank;
-a Parshall flume for flow measurement;
Phosphorus Removal System
-one (1) chemical storage tank having a capacity of 1.8 cubic metres;
Sludge Treatment and Storage
-one (1) primary digester tank with dimensions of 4.5 metres long by 4.6 metres wide by 4.0 metres
sidewater depth, equipped with a diffused aeration system and sludge mixer;
-one (1) secondary digester tank with dimensions of 4.5 metres long by 2.5 metres wide by 4.0
metres sidewater depth, equipped with a diffused aeration system and sludge mixer and decant
system; -one (1) biosolids transfer tank with dimensions of 4.5 metres long by 5.5 metres wide by 4.0
metres sidewater depth, equipped with two (2) sludge transfer and loading pumps;
-four (4) aerated sludge holding tanks, each with dimensions of 6.5 metres long by 6.7 metres wide
by 4.0 metres sidewater depth, equipped with sludge mixers;
Effluent Outfall and Exfiltration Gallery
-an exfiltration discharge gallery consisting of a series of buried perforated pipe sections, located on
beach land surrounding the mouth of Port Burwell Harbour, designed to retain effluent discharge from
the SBR-based treatment system and allowing it to percolate into the native sand and mix with the
subsurface water to Lake Erie;
-an existing 375 millimetres diameter gravity outfall sewer leading to the effluent pumping station;
-an existing effluent outfall pumping station with one (1)submersible pump capable of discharging
21.6 litres per second at 4.5 metres TDH to Big Otter Creek via a 100 millimetres diameter forcemain;
Construction of collection drains on the north, east, and south sides of the existing exfiltration gallery,
complete with perforated drains and a drainage outlet from the collection drains to the existing
sanitary manhole on the effluent sewer from the WWTP, including:
-five (5) 150 millimetres diameter Big "O" pipes on the north and east sides and two (2) 150
millimetres diameter Big "O" pipes on the south side, with the invert of the pipes to be at the depth of
the clear stone bed under the half-pipes in the existing exfiltration gallery;
-one (1) 1.5 metres by 2.4 metres by 2.8 metres Junction Chamber to collect drainage flow from the
Big "O" pipes and to discharge to MH79 through one (1) 300 millimetres diameter drainage outlet
Report Generated for plantero on 14/01/2016(dd/mm/yyyy) Page 3 of 17
Site#: 110001319
WW PORT BURWELL WPCP
Date of Inspection: 23/10/2015(dd/mm/yyyy)
r
� Ministry of the Environment and Climate Change r" Ontario Inspection Report
pipe; Modifications to the existing effluent outfall pumping station by removing the existing sewage
pump and replacing it with a new sewage submersible pump together with miscellaneous items
necessary to have a complete and operable pumping system, including:
-one (1) 1.65 kilowatts effluent pump rated at 1,900 cubic metres per day at a Total Dynamic Head
(TDH)of 3.0 metres;
All other controls, electrical equipment, instrumentation, piping, pumps, valves and appurtenances
essential for the proper operation of the aforementioned sewage works;
-a 19.5 m long 300 mm diameter gravity effluent outfall extending from the existing effluent sanitary
manhole MH80 located upstream of the existing effluent pumping
station to an existing sea wall, having an outlet invert elevation of 174.15 m AMSL, equipped with a
rubber check valve and a 300 mm diameter gate valve, discharging to the Big Otter Creek;
- including all controls and associated appurtenances;
Emergency Power Supply System
-one (1) diesel engine stand-by power generator rated at 125 kilowatts, and a 2.27 cubic metres
capacity fuel tank;
Together with building structures, associated appurtenances, piping, ventilation, electrical,
instrumentation, controls, SCADA system, and all other items necessary to have a complete and
operable treatment plant.
Site (Name): Septage Receiving Station (SRS)
Type: Mechanical Sewage Treatment Sub Type: Treatment Facility
Comments:
A 5.0 m3 average daily capacity septage receiving station to be located in a 6.1 m by 7.3 m building
near the existing sludge holding tank consisting of the following:
- unloading zone with concrete pad and spill containment structure;
-4.0 m long 150 mm diameter flexible pipe extension equipped with 150 to 100 mm diameter reducer;
-one (1) rock trap, one (1) pH sensor, one (1) 5 hp grinder, one (1)fine screen/auger and one (1)
screen washer;
-one (1) 22 m3 precast concrete septage holding tank equipped with activated charcoal odour control
filter and vent, a level monitor and alarm, 1.7 kW mixer, a flow meter, and a controlled 5 L/sec capacity
septage transfer pump discharging through a 100 mm diameter forcemain to the inlet works of the
sewage treatment plant and/or to an existing sludge holding tank;
- including all controls and associated appurtenances.
Site (Name): Pump Stations
Type: Mechanical Sewage Treatment Sub Type: Pumping station
Comments:
Eden Main Sewage Pumping Station
- main sewage pumping station located on the west side of Plank Road and approximately 340 metres
southwest of Eden Line, designed to handle a Peak Flow Rate of 7.0 litres per second equipped with
two (2) sewage submersible pumps (duty and standby), an emergency overflow from the pumping
station to the municipal drain, standby power generator, sewage flow meter and associated pipe work,
electrical, instrumentation and controls, and, a 100 millimetres diameter forcemain discharging to a
sanitary sewer manhole at Straffordville Town Limits.
Sewage Pumping Stations in Straffordville
Report Generated for plantero on 14/01/2016(dd/mm/yyyy) Page 4 of 17
Site#: 110001319
WW PORT BURWELL WPCP
Date of Inspection: 23/10/2015(dd/mm/yyyy)
r
� Ministry of the Environment and Climate Change r" Ontario Inspection Report
- Pumping Station No. 1 located on the east side of Plank Road and approximately 45 metres north of
First Street, designed to handle a Peak Flow Rate of 22.5 litres per second, equipped with two (2)
sewage pumps (duty and standby), emergency overflow from the pumping station to an existing
municipal drain, standby power generator, sewage flow meter, associated pipe work, electrical,
instrumentation and controls, and, 150 millimetres diameter forcemain discharging to sanitary sewer
on Plank Road;
- Pumping Station No. 2 located on the east side of Garner Road at the intersection of Garner Road
and Wardwalk Line, designed to handle a Peak Flow Rate of 1.7 litres per second, equipped with two
(2) sewage pumps (duty and standby), additional wet well storage to compensate for power or station
failure, provision to connect a portable type power generator, sewage flow meter and associated pipe
work, electrical, instrumentation and controls, and, 50 millimetres diameter forcemain discharging to
sanitary sewer on Heritage Line; - Pumping Station No. 3 located on the north side of Heritage Line
E., approximately 200 metres west of the intersection of Heritage Line E. and Tollgate Road, designed
to handle a Peak Flow Rate of 1.95 litres per second, equipped with two (2) sewage pumps (duty and
standby), additional wet well capacity to compensate for power or station failure, provision to connect
a portable-type emergency power generator, sewage flow meter and associated pipe work, electrical,
instrumentation and controls, and, 50 millimetres diameter forcemain discharging
to the sanitary sewer at Heritage Line E. and Garner Road;
- Pumping Station No. 4 located on the west side of Plank Road and approximately 90 metres south of
the intersection of Sandytown Road and Plank Road, designed to handle a Peak Flow Rate of 34.8
litres per second, equipped with two (2) sewage pumps (duty and standby), emergency
overflow from the pumping station to an existing municipal storm sewer on Plank Road, standby
power generator, sewage flow meter and associated pipe work, electrical, instrumentation and
controls, and, 200 millimetres diameter forcemain discharging to sanitary sewer at Vienna Town
Limits;
Village of Vienna Main Sewage Pumping Station
- located on the north side of Front Street and approximately 90 metres southwest of the intersection
of Front Street and Plank Road, designed to handle a Peak Flow Rate of 45.0 litres per second,
equipped with two (2)sewage pumps (duty and standby), an emergency overflow from the pumping
station to the Big Otter Creek, standby power generator, sewage flow meter and associated pipe work,
electrical, Instrumentation and controls, and, a forcemain discharging to existing sanitary sewer at
Bridge Street.
Site (Name): Odour Control System
Type: Mechanical Sewage Treatment Sub Type: Pumping station
Comments:
Injection of Bioxide solution at five (5) pumping stations within the Bayham Sewage Collection System
to reduce the formation of odour causing hydrogen sulfide consisting of the following:
-one (1) 1000 L capacity bioxide storage tank located at each pump station (Pumping Station No. 1,
Eden, Pumping Station No. 3, Pumping Station No. 4, Straffordville, Pumping Station No. 5,
Straffordville, Pumping Station No. 6, Vienna) each equipped with one (1) 1.89 L/hr capacity single
diaphragm pump injecting a bioxide solution (maximum of 200 mg/L concentration) into the pumping
station;
- including all controls and associated appurtenances.
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Date of Inspection: 23/10/2015(dd/mm/yyyy)
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INSPECTION SUMMARY
INTRODUCTION
The primary focus of this inspection is to confirm compliance with Ministry of the
Environment and Climate Change (MOECC) legislation as well as evaluating conformance
with ministry policies and guidelines during the inspection period.
This wastewater treatment and collection system is subject to the legislative requirements
of the Ontario Water Resources Act (OWRA) and the Environmental Protection Act (EPA)
and regulations made therein. This inspection has been conducted pursuant to Section 15
of the OWRA and Section 156 of the EPA.
This inspection report does not suggest that all applicable legislation and regulations were
evaluated. It remains the responsibility of the owner to ensure compliance with all
applicable legislative and regulatory requirements.
As part of this inspection, several documents were reviewed to support the conclusions and
inferences presented within this report. These documents include but are not limited to:
1.Amended Certificate of Approval, Municipal and Private Sewage Works, Number 6348-7QAJBF,
dated June 01, 2009.
2. Various documents provided by the Owner.
The inspection consisted of a review of historical information contained in the Ministry files, a
review of plant operating data from the years September 01, 2012 to September 30, 2015, an
assessment of compliance with the terms and conditions of the current Environmental Compliance
Approval (ECA), a tour of the treatment facility, and the collection of bacteriological and biosolid
samples for analysis.
AUTHORIZING/CONTROL DOCUMENTS
The owner had a valid Environmental Compliance Approval for the sewage works.
The Port Burwell Wastewater Pollution Control Plant operates under Environmental Compliance
Approval (ECA)#6348-7QAJBF dated June 01, 2009. The ECA includes the treatment plant,
effluent outfall and exfiltration gallery, sanitary sewers and sewage pump stations.
CAPACITY ASSESSMENT
• The annual average daily flow was not approaching the rated capacity of the sewage works.
The Port Burwell WPCP Annual Performance Reports were reviewed for the inspection period.
The following is a summary of average daily flow into the sewage treatment plant for each year
from 2012 to 2014.
The average daily flow for the year measured through the plant in 2012 was 610.9 m3/day. This
represents 58% of the ECA limit average daily flow of 1060.0 m3/day.
The average daily flow for the year measured through the plant in 2013 was 703.9 m3/day. This
represents 66% of the ECA limit average daily flow of 1060.0 m3/day.
The average daily flow for the year measured through the plant in 2014 was 650.5 m3/day. This
represents 61% of the ECA limit average daily flow of 1060.0 m3/day.
• The owner was in compliance with the conditions associated with maximum flow rate or the
rated capacity prescribed by the Environmental Compliance Approval.
According to the current ECA, the rated capacity means the Average Daily Flow for which the
Works are approved to handle. The rated capacity was not exceeded during this report period.
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CAPACITY ASSESSMENT
• The owner of the sewage works had prepared a written statement certified by a Professional
Engineer confirming that the proposed works were constructed in accordance with the
Environmental Compliance Approval.
The current ECA requires that the Owner provide the following: upon the Substantial Completion of
the Proposed Works , the Owner shall prepare a statement, certified by a Professional Engineer,
that the works are constructed in accordance with this Certificate, and upon request, shall make
the written statement available for inspection by Ministry personnel. The Owner has provided
information in relation to the substantial completion of sewage works in Vienna, sewage works in
Eden, sewage works from Vienna to Port Burwell and the Port Burwell Wastewater Treatment Plant
Expansion.
• Flow measuring devices were installed, calibrated and maintained in accordance with the
requirements of the Environmental Compliance Approval.
The Owner has provided records indicating that flow measuring devices are installed and that
these devices are calibrated on a yearly basis. These devices measure the influent and effluent
from the sewage treatment plant. Section 9 (6)of the current ECA indicates that the Owner shall
ensure that the following monitoring program is carried out upon commencement of operation of
the works:
The Owner shall install and maintain a continuous flow measuring device, to measure the flow rate
of the effluent from the Works with an accuracy to within plus or minus 15 per cent(+/- 15%)of the
actual flow rate for the entire design range of the flow measuring device, and record the flow rate at
a daily frequency.
• Flow rates were recorded at a frequency prescribed by the Environmental Compliance
Approval.
The flow rate listed in the current ECA is required on a daily basis for total flow into the sewage
treatment plant. The Owner also monitored flows for pump stations in the collection system.
TREATMENT PROCESSES
• All monitoring equipment other than flow monitoring devices were installed, calibrated and
maintained in accordance with any Environmental Compliance Approval.
The Owner provided records indicating that laboratory equipment for the analysis of sewage
related parameters are calibrated by staff and a service technician on a regular basis.
• The owner had ensured that all equipment was installed in accordance with the
Environmental Compliance Approval.
During the physical inspection, it appeared that all components were installed as described in the
current Environmental Compliance Approval (ECA).
• The works, related equipment and appurtenances were being operated and maintained to
achieve compliance prescribed by the Environmental Compliance Approval.
The Owner provided log records to indicate that maintenance is undertaken at the wastewater
treatment plant and in the collection system. During the physical inspection, components of the
wastewater system appeared to be in good working order. There is an Operations and
Maintenance Manual for the wastewater system. Section 8.0 of the current ECA indicates the
following:
(1)The Owner shall exercise due diligence in ensuring that, at all times, the Works and the related
equipment and appurtenances used to achieve compliance with this Certificate are properly
operated and maintained. Proper operation and maintenance shall include effective performance,
adequate funding, adequate operator staffing and training, including training in all procedures and
other requirements of this Certificate and the Act and regulations, adequate laboratory facilities,
process controls and alarms and the use of process chemicals and other substances used in the
Works.
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TREATMENT PROCESSES
(2)The Owner shall update and maintain an operations manual that includes, but not necessarily
limited to, the following information:
(a)operating procedures for routine operation of the Works;
(b) inspection programs, including frequency of inspection, for the Works and the methods or tests
employed to detect when maintenance is necessary;
(c) repair and maintenance programs, including the frequency of repair and maintenance for the
Works;
(d) procedures for the inspection and calibration of monitoring equipment;
(e) a spill prevention control and countermeasures plan, consisting of contingency plans and
procedures for dealing with equipment breakdowns, potential spills and any other abnormal
situations, including notification of the District Manager; and
(f) procedures for receiving, responding and recording public complaints, including recording any
follow-up actions taken.
(3)The Owner shall maintain the operations manual current and retain a copy at the location of the
Works for the operational life of the Works . Upon request, the Owner shall make the manual
available to Ministry staff.
(4)The Owner shall provide for the overall operation of the Works with an operator who holds a
licence that is applicable to that type of facility and that is of the same class as or higher than the
class of the facility in accordance with Ontario Regulation 129/04.
• The operator-in-charge had ensured that all equipment used in the processes was
monitored, maintained, inspected, tested and evaluated.
The Owner has ensured that licenced operators perform checks and maintenance on the sewage
treatment system as required and a log record is generated for work or checks completed.
Operators make note of equipment that need attention and details are recorded in the plant
logbook.
• The owner/operating authority was able to demonstrate that best efforts were used to
achieve the objectives listed in the Environmental Compliance Approval conditions.
The current ECA indicates that the Owner shall use best effort to operate the sewage treatment
facilities with the objective that the concentration of the materials named below as effluent
parameters are not exceeded in the effluent from the plant. The effluent parameters are CBOD5
(10.0 mg/L), suspended solids (10.0 mg/L), total phosphorus (0.75 mg/L), nitrogen (1.0 mg/L(non-
freezing period)and 3.0 mg/L(freezing period)), pH (6.0 to 8.5) and E. coli (150 organisms/100
mL). Records provided by the Owner were reviewed and show that some parameter objectives
were exceeded.
The Owner indicated it is the goal of plant operations to meet the objective limits. The operators
pay close attention to the operation of the plant and perform tests to monitor changes in the
treatment system. The Owner indicated that during February 2015, objectives for total suspended
solids and total phosphorus were not met due to harsh winter conditions. In March 2012, the total
ammonia nitrogen objective was exceeded.
• The sewage works effluent was essentially free of foreign substances on the day of the
inspection.
During the physical inspection, the effluent appeared to be clear and free of foreign matter.
EFFLUENT QUALITY AND QUANTITY
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EFFLUENT QUALITY AND QUANTITY
• The sewage works effluent limits were prescribed by the Environmental Compliance
Approval.
The wastewater treatment plant operates under Environmental Compliance Approval (ECA)#6348-
7QAJBF dated June 01, 2009. The effluent parameters are CBOD5 (15.0 mg/L), suspended solids
(15.0 mg/L), total phosphorus (1.0 mg/L), total ammonia nitrogen (2.0 mg/L during non-freezing
period, 5.0 mg/L during freezing period), un-ionized ammonia nitrogen (0.10 mg/L), pH (6.0 to 9.5)
and E. coli (200 organisms/100 mL).
• The sewage works effluent sample results demonstrated compliance with BOD5 or CBOD5
limits prescribed by the Environmental Compliance Approval.
All the monthly average concentrations for CBOD5 met the regulated limits stipulated in the current
ECA during the course of this inspection period.
• The sewage works effluent sample results demonstrated compliance with total suspended
solids limits prescribed by the Environmental Compliance Approval.
All the monthly average concentrations for suspended solids met the regulated limits stipulated in
the current ECA during the course of this inspection period.
• The sewage works effluent sample results demonstrated compliance with total
phosphorous limits prescribed by the Environmental Compliance Approval.
All the monthly average concentrations for total phosphorus met the regulated limits stipulated in
the current ECA during the course of this inspection period.
• The sewage works effluent sample results demonstrated compliance with total
ammonia/total ammonia nitrogen/unionized ammonia limits prescribed by the
Environmental Compliance Approval.
All the monthly average concentrations for total ammonia nitrogen (ammonia and ammonium) met
the regulated limits stipulated in the current ECA during the course of this inspection period.
• The sewage works effluent sample results demonstrated compliance with microbiological
parameter limits prescribed by the Environmental Compliance Approval.
All the monthly geometric mean density concentrations for E. Coli met the regulated limits
stipulated in the current ECA during the course of this inspection period.
• The sewage works effluent sample results did not meet the effluent objectives stated in the
Environmental Compliance Approval.
There were objective exceedances for total suspended solids and total phosphorus (13.0 mg/L,
0.75 mg/L) during the course of this inspection period. According to information provided by the
Owner, the exceedances were related to cold weather that resulted in the loss of efficiency in
treatment. There was also an objective exceedance for total ammonia nitrogen (4.01 mg/L) in
March 2012.
• The inspector collected audit samples during the inspection.
Grab samples of effluent and treated sludge were collected from the wastewater treatment plant on
October 26, 2015 and submitted to the Ministry of the Environment and Climate Change's
(MOECC) laboratory for analysis.
• The results of audit samples collected by the Inspector met the effluent limits or operational
guidelines.
Audit samples were taken during the physical inspection and they include effluent and treated
sludge samples. At this time, audit sample results are not available and this report will be updated
once sample results are provided by the MOECC laboratory.
MONITORING REQUIREMENTS
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MONITORING REQUIREMENTS
• The sampling requirements were prescribed by the Environmental Compliance Approval.
Section 2 (Monitoring and Recording) of ECA#5276-5M9JW7 establishes the regulatory
requirements (parameter, sample type and frequency)for influent, effluent requirements at the Port
Burwell Water Pollution Control Plant as follows:
Raw Sewage Parameters:
• CBOD5- composite sample, weekly
• Suspended Solids-composite sample, weekly
•Total Phosphorus - composite sample, weekly
•Total Kjeldahl Nitrogen - composite sample, weekly
Final Effluent Parameters:
• CBOD5- composite sample, weekly
• Suspended Solids-composite sample, weekly
•Total Phosphorus - composite sample, weekly
•Total Ammonia Nitrogen (ammonia and ammonium) -composite sample, weekly
• Nitrite-composite sample, weekly
• Nitrate-composite sample, weekly
•Total Kjeldahl Nitrogen - composite sample, weekly
• Escherichia Coli. -grab, weekly
•Alkalinity-composite sample, weekly
• pH -grab, weekly
•Temperature -grab, weekly
• All sewage works effluent sampling requirements prescribed by the Environmental
Compliance Approval were met.
The Owner provided sample results and quarterly and annual reports for the compliance
inspection. Records indicate that effluent sampling requirements were met as required in the
current ECA.
• All sewage works influent (raw sewage) sampling requirements prescribed by the
Environmental Compliance Approval were met.
The Owner provided sample results and quarterly and annual reports for the compliance
inspection. Records indicate that influent sampling requirements were met as required in the
current ECA.
• The owner had maintained the monitoring records for the period prescribed by the
Environmental Compliance Approval.
Section 9 (7) of the current ECA indicates that the Owner shall retain for a minimum of three years
from the date of their creation, all records and information related to or resulting from the
monitoring activities required by this certificate. The Owner indicated that records are kept for an
extended period of time.
The owner had maintained the monitoring records since the date of the last inspection.
REPORTING REQUIREMENTS
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REPORTING REQUIREMENTS
• The reporting requirements were prescribed by an Environmental Compliance Approval.
Section 10 of the current ECA outlines the reporting requirements.
• The annual performance reports met the submission and contents requirements of the
Environmental Compliance Approval.
For this inspection period, the Owner has submitted an Annual Performance Report for each year
(2012-2014). These reports contain the required information as stipulated in the current ECA.
• All other reporting requirements prescribed by the Environmental Compliance Approval
were met.
One week prior to the start up of the operation of the Proposed Works (in the current ECA), the
Owner shall notify the District Manager(in writing) of the pending start up date. The Owner
provided documentation indicating that this requirement was met.
• All reports were submitted in accordance with Ministry recommendations.
The Owner sends their MUMP reports to the Ministry wastewater reporting site on a monthly basis.
• The owner/operator maintained a logbook and/or records of all bypasses/overflows which
occurred from any portion of the sewage works in accordance with the Environmental
Compliance Approval.
The Owner reported overflows from pump stations to the Ministry during the course of this
inspection period. The cause of the incidents was due to wet weather events. The operator sent a
summary report of each overflow event to the Ministry. The report details the date and time,
amount of overflow, cause of the event, if sample were taken and any corrective action.
BYPASSES AND OVERFLOWS
• Notices and written reports of all bypasses/overflows were provided to the Ministry in
accordance with the Environmental Compliance Approval.
On June 28, 2013, the Owner sent information to the MOECC regarding 2 overflow events in the
collection system. "As a result of heavy rains over the past two days, staff as of 8:30 am have by-
passed both Brock and Union St. pump stations. By-passing the stations during heavy rain events
helps mitigate sanitary backups that can result in public health and property damage concerns.
During the by-pass events, wastewater enters Memorial Street drain at Brock and Hagerman
Street via the Brock Street station and the Big Otter Creek at the bridge via Union Street station.
Brock Street by-passed approximately 30m3 (6600 gal) over 2.5 hours and Union Street station by-
passed approximately 45m3 (9900 gal) over 3.25 hrs. MOE reporting, sampling and monitoring the
receiving waters have all been completed to ensure full ECA compliance. No visual signs of
wastewater was noted in the receiving water during the by-pass events."
• All required verbal notifications of spills were provided forthwith as per O. Reg. 675/98
section 13.
The Owner called the Spills Action Centre (SAC)to notify the Ministry of overflow conditions in the
wastewater collection system.
BIOSOLIDS MANAGEMENT
The owner of the facility had written contingency plans or other management methods in
place to be used in the event that the facility's sludge storage capacity was not sufficient.
The Owner indicated that the Municipality of Bayham has established a verbal agreement with the
County of Oxford in the event that additional sludge storage is required.
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BIOSOLIDS MANAGEMENT
• The sewage biosolids intended for land application were sampled in accordance with
regulatory requirements.
For all municipal sewage treatment works with an approved design capacity of 45,400 cubic meters
or less, excluding lagoon systems, where generated biosolids are intended for land application:
Two samples must be taken during the two-month period before the biosolids transfer date and at
least one of them must be taken during the one-month period before the transfer date. A review of
NASM Reports provided by the Owner indicates that at least 2 samples of the treated sludge are
tested within the required timeframes before biosolids were applied to land.
• The quality of sewage biosolids intended for land application complied with regulatory
requirements.
The Owner provided copies of the laboratory analytical test results of biosolids samples
(Certificates of Analysis)for the inspection period. These sample results were assessed against
criteria set out in Table 2 of Schedule 5 and Table 3 of Schedule 6 of O.Reg. 267/03. These tables
list the concentration limits for aqueous (containing less than 1% total solids, wet weight expressed
in mg/L)and non-aqueous materials (containing 1% or more total solids, wet weight)for the
regulated metals and E.coli. All biosolids sampling and testing has been conducted in accordance
with the regulation and the criteria for metal concentrations and E.coli have been met.
• Testing for biosolids required by legislation was conducted by accredited laboratories.
The Owner has contracted the services of SGS Canada Inc. for the analysis of wastewater
samples.
The facility did not receive sludge or biosolids from another location.
The owner had maintained haulage records for the biosolids transferred from the sewage
works.
The Owner provided a "Record of Sludge Haulage"that described the details of sludge haulage
that includes the date and time, quantity, operator, driver and remarks.
Records confirm that biosolids were transferred to a Ministry approved facility for disposal
or utilization.
There is a NASM Plan for the utilization of the biosolids and this plan details the source of the
material and the site where the material will be land applied.
Records confirm that biosolids were transported for disposal or utilization by Ministry
approved haulers.
The Owner indicated that the biosolids hauler is Bio-Ag Services Inc. The current ECA number for
Bio-Ag Services Inc. is#5689-7P5SAG and the certificate is dated September 29, 2010.
Biosolids audit samples were collected during the inspection.
Biosolids and effluent samples were collected during the physical inspection of the wastewater
treatment plant.
The results of biosolids audit samples collected by the Inspector met the regulatory limits.
Samples of biosolids were collected during the physical inspection of the wastewater plant. At this
time, the sample results are not available and this report will be updated once sample results are
available.
CERTIFICATION AND TRAINING
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CERTIFICATION AND TRAINING
• The classification certificates of the subsystems were conspicuously displayed at the
workplace or at premises from which the subsystem was managed.
The classification certificates (Class 2 Treatment, Class 2 Collection)for the Port Burwell WPCP is
located on the wall in the main building at the sewage treatment plant.
• Operator licences were displayed in a conspicuous location at the workplace or at the
premises from which the subsystem was managed.
The operator certificates are located on the wall in the main building at the sewage treatment plant.
• The overall responsible operator had been designated for the wastewater treatment and
collection works.
The Port Burwell WPCP is classed as a Water Treatment Subsystem Class 2. At the time of
inspection, the designated ORO possessed an operator certificate that was equal or greater than
the classification level of the system.
The Port Burwell Wastewater Collection System is classed as a Water Collection Subsystem Class
2. At the time of inspection, the designated ORO possessed an operator certificate that was equal
or greater than the classification level of the system.
• An adequately licensed operator was designated to act in place of the overall responsible
operator when the overall responsible operator was unable to act.
During absences, the ORO assigns a back-up ORO to oversee the wastewater treatment and
collection systems. There are 2 licenced operators that can act as ORO.
• All operators had the appropriate level of licences for the wastewater treatment and
collection works.
A review of operator licences indicates that all operators had valid certificates during the inspection
period.
• Only licenced operators made adjustments to the treatment equipment.
A review of the facility logbook indicates that only operators perform work in the wastewater
treatment system.
• Operators-in-charge were designated for the wastewater treatment plant and all associated
collection works.
The Owner indicated that all operators (other than OITs) can act as OIC for the treatment and
collection systems.
• The operator-in-charge ensured that records were maintained of all adjustments made to
the processes within his or her responsibility.
A review of the facility logbook indicates that operators record maintenance tasks, sampling, and
observations at the sewage treatment plant and the collection system on a daily basis. The
operators also make note of contractors on site performing work.
LOGBOOKS
• The logs and other record keeping mechanisms complied with the record keeping
requirements.
A review of logbook records indicates that for each log entry the operators record the date, time,
observation or work undertaken, and the names of operators on duty.
• Logs and other record keeping mechanisms were available for at least two (2) years.
The Owner indicated that records are kept for an extended period of time.
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OPERATIONS MANUALS
• The operations and maintenance manuals met the requirements of the Environmental
Compliance Approval.
The Operations and Maintenance Manual is dated December 2002 and it was prepared by Acres
and Associated Environmental Limited. There is no Record of Revisions in the manual and the last
update to the manual cannot be determined. The manual contains the following sections: General,
Plant Area Identification, Plant Personnel/Directories, Public Relations, Operator and managerial
Responsibility, Plant History, General Description of Facility, SCADA Monitoring and Control,
Electrical Equipment, List of Figures and List of Tables.
• Operators and maintenance personnel had ready access to operations and maintenance
manuals.
The Operations and Maintenance Manual is located in the wastewater treatment plant's main
building in the Operations Area.
The operations and maintenance manuals contained up-to-date plans, drawings and
process descriptions sufficient for the safe and efficient operation of the system.
CONTINGENCY/EMERGENCY PLANNING
• Spill containment was provided for the process chemicals and/or standby power generator
fuel.
The Port Burwell WPCP is equipped with a diesel generator to provide power to the plant during
loss of utility power and the diesel tank and generator are contained within a secondary
containment area. Secondary containment is provided for the alum tank.
• The owner had provided security measures for the facility.
The Port Burwell WPCP is equipped with a security system and lighting. There is a fence
surrounding the site with a locked gate. The operators are on site on a daily basis.
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NON-COMPLIANCE WITH REGULATORY REQUIREMENTS AND ACTIONS REQUIRED
This section provides a summary of all non-compliance with regulatory requirements identified during the
inspection period, as well as actions required to address these issues. Further details pertaining to these
items can be found in the body of the inspection report.
Not Applicable
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SUMMARY OF RECOMMENDATIONS AND BEST PRACTICE ISSUES
This section provides a summary of all recommendations and best practice issues identified during the
inspection period. Details pertaining to these items can be found in the body of the inspection report. In the
interest of continuous improvement in the interim, it is recommended that owners and operators develop an
awareness of the following issues and consider measures to address them.
1. The sewage works effluent sample results did not meet the effluent objectives stated in the
Environmental Compliance Approval.
There were objective exceedances for total suspended solids and total phosphorus (13.0 mg/L, 0.75
mg/L) during the course of this inspection period. According to information provided by the Owner, the
exceedances were related to cold weather that resulted in the loss of efficiency in treatment. There was
also an objective exceedance for total ammonia nitrogen (4.01 mg/L) in March 2012.
Recommendation:
It is recommended that the Owner use best efforts to meet the objectives for effluent parameters listed in
the current ECA for the Port Burwell WPCP. The Owner indicated that"all effluent objective exceedances
were communicated to the municipal council through regular quarterly reporting. The said approved
reports are available on the municipal website for public viewing."
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SIGNATURES
Inspected By: Signature: (Provincial Officer):
Roland Plantek-�-
Reviewed &Approved By: Signature: (Supervisor):
Tom C[ubb
Review &Approval Date: ` -
�tia
Note:This inspection does not in any way suggest that there is or has been compliance with
applicable legislation and regulations as they apply or may apply to this facility. It is, and remains,
the responsibility of the owner and/or operating authority to ensure compliance with all applicable
legislative and regulatory requirements.
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Date of Inspection. 23110/2015(ddfmmlyyyy)
Ministry of the Environment and Climate Change
Wastewater System Inspection Report
�r Ontario Appendix A
MOECC Audit Sample Results
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C226210 Print Date: Dec.22,2015 09:31 AM By REPORTADMIN •"'FINAL....
Program Code 130154301 Program: MOE OPERATIONS DIVISION
Study: SEWAGE,COMMUNAL(INCLUDES SWIP)
Project: SOUTHWESTERN REG.-LONDON DIS
Activity: IMPACT STUDIES
Organization: LONDON DISTRICT OFFICE(SWIP)
Org.Id:4350
Mail this copy to: PLANTE,ROLAND
MOE-SAFE DRINKING WATER BRANCH
3232 WHITE OAK ROAD,3RD FLOOR
LONDON,ONT
N6E 1L8
Final reports to: PLANTE,ROLAND
Approved for release by:
Inquiries to: DAVE MORSE Telephone:416-235-5989
CHUNYAN HAD Telephone:416-235-6033
LOGIN DESCRIPTION:DUTTON WASTEWATER TREATMENT PLANT
The results relate only to items tested.
To provide customer service feedback on this report and/or other services provided by LaSB,please contact the LaSB HelpDesk at 416-235-6030 or the Customer Service Manager at 416-235-5831
This report contains confidential information intended only for the person(s)to whom it is addressed.Any unauthorized disclosure,copying,other distribution of this report,or taking any action on its content is strictly
prohibited.If you have received this report in error,please contact the LaSB HelpDesk at 416-235-6030 or the Customer Service Manager at 416-235-5831
Page 1 of 4
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C226210 Print Date: Dec.22,2015 09:31 AM By REPORTADMIN "`•FINAL
Field Id Station ID Sample Location Description Sampling Sampler
RP- FINAL EFFLUENT Date Time Zone Information
DEC16- Sample ID 16 DEC 2015 10:20 5
01 C226210-0001 Sample Comment Description
MOE*LIMS Products Requested:
TE E3371A ECFS3371
UTM:
Collection Accuracy
Zone Easting Northing Method Map Datum (metres)
230 457683 4722818 GPS NAD83 6-1 OM
Page 2 of 4
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C226210 Print Date: Dec.22,2015 09:31 AM ByREPORTADMIN •"'FINAL
Field ID: RP-DEC16-01
Sample ID: C226210-0001
MOE*LIMS ID: 2015TE50-00004
Station ID:
Collect Date: 16 DEC 2015
Sample Location Description: FINAL EFFLUENT
Sample Comments Description:
Listid Parmname Value Units Qual Rmk1 Rmk2
33711-9 Escherichiacoli 4.0 CFU/100ml- < >10C
Fecal streptococcus 4.0 CFU/100mL < >10C
Page 3 of 4
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C226210 Print Date: Dec.22,2015 09:31 AM By REPORTADMIN •"'FINAL....
CODE DESCRIPTION
>10C RECD>10C.DATA MAY NOT REFLECT THAT OF ORIG.SAMPLE
< ACTUAL RESULT IS LESS THAN THE REPORTED VALUE
TEXT COMMENT
Product Completion
Sample ID Matrix Method Product Analytical Department Completion Date
C226210-0001 TE E3371A ECFS3371 6515 21-DEC-15
LaSB Method Summary
Method Method Description Status Status Description
E3371A A MEMBRANE FILTRATION METHOD FOR THE DETECTION AND ENUMERATION OF ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
TOTAL COLIFORM,ESCHERICHIA COLI,PSEUDOMONAS AERUGINOSA AND FECAL information available upon request
STREPTOCOCCI
*** End of Report—
Page 4 of 4
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C224746 Print Date: Jan.21,2016 03:30 PM By REPORTADMIN •"'FINAL....
Program Code 130154301 Program: MOE OPERATIONS DIVISION
Study: SEWAGE,COMMUNAL(INCLUDES SWIP)
Project: SOUTHWESTERN REG.-LONDON DIS
Activity: IMPACT STUDIES
Organization: LONDON DISTRICT OFFICE(SWIP)
Org.Id:4350
Mail this copy to: PLANTE,ROLAND
MOE-SAFE DRINKING WATER BRANCH
3232 WHITE OAK ROAD,3RD FLOOR
LONDON,ONT
N6E 1L8
Final reports to: PLANTE,ROLAND
Approved for release by:
Inquiries to: DAVE MORSE Telephone:416-235-5989
CHUNYAN HAD Telephone:416-235-6033
LOGIN DESCRIPTION:port burwell wastewater treatment plant
The results relate only to items tested.
To provide customer service feedback on this report and/or other services provided by LaSB,please contact the LaSB HelpDesk at 416-235-6030 or the Customer Service Manager at 416-235-5831
This report contains confidential information intended only for the person(s)to whom it is addressed.Any unauthorized disclosure,copying,other distribution of this report,or taking any action on its content is strictly
prohibited.If you have received this report in error,please contact the LaSB HelpDesk at 416-235-6030 or the Customer Service Manager at 416-235-5831
Page 1 of 5
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C224746 Print Date: Jan.21,2016 03:30 PM By REPORTADMIN x*xx FINAL sxxs
Field Id Station ID Sample Location Description Sampling Sampler
RP- FINAL EFFLUENT Date Time Zone Information
OCT26- Sample ID 26 OCT 2015 13:55 5
01 C224746-0001 Sample Comment Description
MOE*LIMS Products Requested:
TE E3371A ECFS3371
UTM:
Collection Accuracy
Zone Easting Northing Method Map Datum (metres)
230 515595 4720924 GPS NAD83 6-1 OM
Field Id Station ID Sample Location Description Sampling Sampler
RP- TREATED SLUDGE Date Time Zone Information
OCT26- Sample ID 26 OCT 2015 14:15 5
02 C224746-0002 Sample Comment Description
MOE*LIMS Products Requested:
SL E3058A HG3058 SL E3071B MET3071 SL E3091A ASSE3091
SL E3188B TS3188 SL E3364A DISNUT3364 SL E3516 TOTNUT3516
UTM:
Collection Accuracy
Zone Easting Northing Method Map Datum (metres)
230 515567 4720919 GPS NAD83 6-1 OM
Page 2 of 5
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C224746 Print Date: Jan.21,2016 03:30 PM By REPORTADMIN •...FINAL•"'
Field ID: RP-OCT26-01 RP-OCT26-02
Sample ID: C224746-0001 C224746-0002
MOE*LIMSID: 2015TE43-00001 2015SL43-00001
Station ID:
Collect Date: 26 OCT 2015 26 OCT 2015
Sample Location Description: FINAL EFFLUENT TREATED SLUDGE
Sample Comments Description:
Listid Parmname Value Units Qual Rmk1 Rmk2 Value Units Qual Rmk1 Rmk2
30581-1 Mercury 0.03 mg/L
3071L1 Aluminum 1550 mg/L
Barium 14.2 mg/L
Beryllium .02 mg/L <=W
Cadmium 0.04 mg/L <T
Calcium 1140 mg/L
Chromium 0.77 mg/L
Cobalt 0.18 mg/L <T
Copper 19.1 mg/L
Iron 202. mg/L
Lead 1.05 mg/L
Magnesium 160. mg/L
Manganese 5.50 mg/L
Molybdenum .5 mg/L <=W
Nickel 0.45 mg/L <T
Potassium 125. mg/L
Silver .1 mg/L <=W
Sodium 153. mg/L
Strontium 6.90 mg/L
Titanium 1.24 mg/L
Vanadium 0.10 mg/L <T
Zinc 29.2 mg/L
30911-2 Arsenic 0.050 mg/L
Selenium 0.13 mg/L
31881-2 Solids;total 29200 mg/L
33641-1 Nitrogen;ammonia+ammonium 16.0 mg/L
Nitrogen;nitrite 3.2 mg/L
Nitrogen;nitrate+nitrite 32.0 mg/L <TE
Phosphorus;phosphate 576. mg/L
33711-9 Escherichia coil 250 CFU/100mL
Fecal streptococcus 660 CFU/100mL
35161-1 Nitrogen;total 159. mg/L
Phosphorus;total 1260 mg/L
Page 3 of 5
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C224746 Print Date: Jan.21,2016 03:30 PM By REPORTADMIN •"'FINAL....
CODE DESCRIPTION
<=W NO MEASURABLE RESPONSE(ZERO):<REPORTED VALUE
<T A MEASURABLE TRACE AMOUNT:INTERPRET WITH CAUTION
<TE A MEASURABLE TRACE AFTER EXTRA DILN/CONC:CAUTION
TEXT COMMENT
Product Completion
Sample ID Matrix Method Product Analytical Department Completion Date
C224746-0001 TE E3371A ECFS3371 6515 02-NOV-15
C224746-0002 SL E3058A HG3058 6314 21-JAN-16
C224746-0002 SL E3071B MET3071 4307 01-DEC-15
C224746-0002 SL E3091A ASSE3091 6342 18-NOV-15
C224746-0002 SL E3188B TS3188 5122 10-NOV-15
C224746-0002 SL E3364A DISNUT3364 5313 06-NOV-15
C224746-0002 SL E3516 TOTNUT3516 5317 26-NOV-15
LaSB Method Summary
Method Method Description Status Status Description
E3058A THE DETERMINATION OF MERCURY IN SLUDGE AND COMPOST SAMPLES BY ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
AUTOMATED COLD VAPOUR-ATOMIC ABSORPTION SPECTROPHOTOMETRY(CV- information available upon request
AAS
E3071 B THE DETERMINATION OF METALS IN LIQUID SLUDGE AND SEWAGE FILTER CAKES ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
BY INDUCTIVELY COUPLED PLASMA-ATOMIC EMISSION SPECTROSCOPY(ICP-AES) information available upon request
AND RST,RSTA,RSTLOI ON SEWAGE FILTER CAKES
E3091A THE DETERMINATION OF ARSENIC,SELENIUM AND ANTIMONY IN SEWAGE AND ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
SLUDGES BY HYDRIDE-FLAMELESS ATOMIC ABSORPTION SPECTROPHOTOMETRY information available upon request
HYD-FAAS
E3188B THE DETERMINATION OF SOLIDS IN LIQUID MATRICES BY GRAVIMETRY ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
information available upon request
E3364A THE DETERMINATION OF AMMONIA NITROGEN,NITRITE NITROGEN,NITRITE PLUS ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
NITRATE NITROGEN AND REACTIVE ORTHO-PHOSPHATE IN SURFACE WATER, information available upon request
DRINKING WATER AND PRECIPITATION BY COLOURIMETRY
E3371A A MEMBRANE FILTRATION METHOD FOR THE DETECTION AND ENUMERATION OF ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
TOTAL COLIFORM,ESCHERICHIA COLI,PSEUDOMONAS AERUGINOSA AND FECAL information available upon request
STREPTOCOCCI
E3516 COLORIMETRIC DETERMINATION OF TOTAL NITROGEN(TN),TOTAL PHOSPHORUS ROUTINE Method has been fully validated,is deemed fit for purpose and has the associated Uncertainty
(TP),NITRITE AND NITRATE(NOT)AND CALCULATED TOTAL KJELDAHL NITROGEN information available upon request
TKN
Page 4 of 5
Ontario Ministry of the Environment and Climate Change
Laboratory Services Branch-125 Resources Road
Etobicoke, Ontario M9P 3V6
FINAL REPORT(manager4)
Login: C224746 Print Date: Jan.21,2016 03:30 PM By REPORTADMIN **`*FINAL
*** End of Report—
Page 5 of 5
Biosolids Application Analysis
Sludge Application-Criteria For Metal Content In Sewage Biosolids-m ik,Aerobic,Dewalered&Dried
Amenie Cadmium Cobalt Chromium Co Merw M Nickel Laad Selenium Zinc
0.2 mgX 0.040 mA 0.20 a. 0.63 .1 r20 mgll 0.040 m. e025' 0.41 -A 0.8 mg2 0.2 mg2 30 mglL
Sludge
ConcemmlMn
30200 mia fi.62 mglkg 1.32 mglkg 6.fi2 mglkg 20.fifi Wkg E62.25 mglkg 1.32 asift 8.2g mglkg 13.58 mglkg 26.49 mglkg 6.fi2 meng 993.3fi mglkg
Maximum Metal Concentration Arsenic Cadmium Cobalt Chromium Co Mercu MoI tlenum Nickel Leatl Selenium Zinc
in mglkgmglkg®mglkg 340 mglkg 2800 mglkg 1I00 mglkg 11 mglkg 94 mglkg 420 mglkg 1f00 mgIkg®ri 4200 mglkg
mg mall per kg solids
Sample Date: November 9,2015 Sample Results
Farm Operator:Fred Ens Total Suspended Solids 30200 mgIL
Site#:NASM Plan It 20515 Total Usable Acres=80 Total Ammomia NHS+NH, 4.5 mglL
Total Amount Applied:528 cubic metres Nitrite as N 14 mglL
Application Method:Top spread with auto floatation unit Nitrate as N 20 mgn-
Date of Application: 9-Nov-15 Nitrite Nitrate as N 34 mglL
Potassium 130 mg/L
Phosphorus 1500 mg/L
M21L Indicates that results is below the
E.Coli(cfu/100mL) 41,000 Maximum Allowable Concentration 3,000,000