HomeMy WebLinkAbout2020 Municipality of Bayham Sanitary Sewage Capacity Study
SANITARY SEWAGE CAPACITY STUDY EDEN, STRAFFORDVILLE, VIENNA, PORT BURWELL
PREPARED FOR:
MUNICIPALITY OF BAYHAM
BY:
1703
04 May 2020
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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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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.
Figure 1 Port Burwell WWTP Capacity Overview
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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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Table 3 Port Burwell WWTP Current Utilization (2020)
Description Value
Population 3,240
Per Capita Flow
(Including Infiltration & Inflow Allowance) 233.0
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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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 5.
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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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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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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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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Figure 3 Eden Sanitary Sewer Plan
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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
(Includes Infiltration & Inflow Allowance) 373.0 L/person/day
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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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 C). 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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Figure 4 Straffordville Sanitary Sewer Plan
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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.
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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 C). 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.
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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 %
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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.
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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 %
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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 C). Pumping Station No. 6 is equipped with a flow meter.
A drawing illustrating the sewage collection system in Vienna is included as Figure 3.
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Figure 5 Vienna Sanitary Sewer Plan
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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
(Includes Infiltration & Inflow Allowance) 236.0 L/person/day
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 %
Page 21
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 over time.
3.7 PORT BURWELL (PUMPING STATION NO. 7)
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.
Page 22
Figure 6 Port Burwell Sanitary Sewer Plan
Page 23
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.
Page 24
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)
Page 25
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
Page 26
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.
Page 27
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
Description Maximum
Capacity
2009-Study
Current
%Max.
Capacity
(2009)
2009-Study
Future %Max.
Capacity
(2017)
2020-Study
Current
%Max.
Capacity
(2020)
2020-Study
Future %Max.
Capacity
(2030)
P.S. 1
(Eden) 7.0 L/s 42.0 % 58.0 % 49.5 % 64.1 %
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
(Vienna) 45.0 L/s 24.0 % 49.0 % 38.5 % 49.4 %
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.
Page 28
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,
Alexander Muirhead, EIT Peter Penner, P. Eng.
AVM/avm
APPENDIX ‘A’
Historical Flow Data
YEARSewer PlantPump Station # 8 (estimate)Pump Station #7 (estimate)Vienna Flow Pump Station #6Plank Road Flow Pump Station #5Pump Station #4 (estimate)Pump Station #3 (estimate)Pump Station #2 (estimate)Eden Flow Pump Station #1m3 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
BAYHAM ANNUAL SEWAGE FLOWS
APPENDIX ‘B’
Servicing Population Calculations
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%
Eden Vienna
PS 1 PS 2 PS 3 PS 4 PS 5 PS 6 PS 7 PS 8 WWTP
Estimated
Flow
Distribution
100% 65% 8% 3% 100% 100% 15% 85% 100%
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
SERVICING POPULATION TABLE
BAYHAM TOTAL POPULATION TABLE
Straffordville Port BurwellYear
APPENDIX ‘C’
Environmental Compliance Approval
Content Copy Of Original
Ministry of the Environment and Climate Change
Ministère de l’Environnement et de l’Action en matière 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
N0J 1Y0
Site Location:Port Burwell Wastewater Treatment Plant
1 Chatham St
Bayham Municipality, County of Elgin
N0J 1T0
You have applied under section 20.2 of Part II.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
in Operation
Upon Completion of Construction of
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
Eden Line
Approx. 360 m south of Eden
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 Approx. 50 m east of Travis Street Plank Road
Hamlet of Straffordville - Sanitary Sewers
STREET FROM TO
Sandytown
Road
Approx. 115 m north of Heritage
Line
Heritage Line
Sandytown
Road
Heritage Line Pumping Station approx.
Sandytown
Road
650 m south of Heritage Line 770 m south of Heritage
Line
Old Chapel
Street
Donnelly Drive Main 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
Line
Heritage 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
Street
Union Street Elm 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 L/s @ 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. "BOD5" (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 II.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. O.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:
the form has not been previously submitted for the Works;a.
this Approval is issued for extension, re-rating or process treatment upgrade of the
Works;
b.
when a notification is provided to the District Manager in compliance with
requirements of change of Owner or Operating Agency under this condition.
c.
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:
change of address of Owner;a.
change of Owner, including address of new owner;b.
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;
c.
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.
d.
8. The Owner shall notify the District Manager, in writing, of any of the following
changes within thirty (30) days of the change occurring:
change of address of Operating Agency;a.
change of Operating Agency, including address of new Operating Agency.b.
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:
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;
a.
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
b.
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:
the type of the Bypass as indicated in Paragraph 1 and the reason(s) for the
Bypass;
a.
the date and time of the beginning of the Bypass;b.
the treatment process(es) gone through prior to the Bypass and the treatment
process(es) bypassed;
c.
the effort(s) done to maximize the flow through the downstream treatment
process(es) and the reason(s) why the Bypass was not avoided.
d.
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:
the date and time of the end of the Bypass;a.
the estimated or measured volume of Bypass.b.
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:
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;
a.
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;
b.
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:
the type of the Overflow as indicated in Paragraph 1 and the reason(s) for the
Overflow;
a.
the date and time of the beginning of the Overflow;b.
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;
c.
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.
d.
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:
the date and time of the end of the Overflow;a.
the estimated or measured volume of the Overflow.b.
28. For any Overflow Event
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.
a.
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.
b.
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:
Final Effluent parameters design objectives listed in the table(s) included in
Schedule B.
a.
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.
b.
Annual Average Daily Influent Flow is within the Rated Capacity of the Sewage
Treatment Plant.
c.
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:
operating procedures for the Works under Normal Operating Conditions;a.
inspection programs, including frequency of inspection, for the Works and the
methods or tests employed to detect when maintenance is necessary;
b.
repair and maintenance programs, including the frequency of repair and
maintenance for the Works;
c.
procedures for the inspection and calibration of monitoring equipment;d.
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;
e.
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
f.
may result from spills of pollutants;
procedures for receiving, responding and recording public complaints, including
recording any followup actions taken.
g.
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:
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.
a.
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.
b.
definitions and preparation requirements for each sample type are included in
document referenced in Paragraph 3.b.
c.
definitions for frequency:
Daily means once every day;i.
Weekly means once every week;ii.
Monthly means once every month;iii.
Quarterly means once every three months; andiv.
Annually means once every year;v.
d.
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:
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;
a.
the Ministry's publication "Protocol for the Sampling and Analysis of
Industrial/Municipal Wastewater Version 2.0" (January 2016), PIBS 2724e02, as
amended;
b.
the publication "Standard Methods for the Examination of Water and Wastewater",
as amended.
c.
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:
final Effluent discharged from the Sewage Treatment Plant by continuous flow
measuring devices and instrumentations located downstream UV disinfection
system;
a.
septage received for co-treatment at the Sewage Treatment Plant by flow
measuring devices;
b.
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:
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.
a.
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;
b.
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;
c.
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.
d.
2. The following modifications are not pre-authorized under Limited Operational
Flexibility:
Modifications that involve addition or extension of process structures, tankages or
channels;
a.
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;
b.
Modifications that involves addition of or change in technology of a treatment
process or that may involve reassessment of the treatment train process design;
c.
Modifications that requires changes to be made to the emergency response, spill
prevention and contingency plan; or
d.
Modifications that are required pursuant to an order issued by the Ministry.e.
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 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;
a.
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;
b.
a summary of any deviation from the monitoring schedule and reasons for the
current reporting year and a schedule for the next reporting year;
c.
a summary of all operating issues encountered and corrective actions taken;d.
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;
e.
a summary of any effluent quality assurance or control measures undertaken;f.
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;
g.
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:
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;
i.
when the Annual Average Daily Influent Flow reaches 80% of the Rated
Capacity;
ii.
h.
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;
i.
a summary of any complaints received and any steps taken to address the j.
complaints;
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;
k.
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.
l.
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.
m.
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.
n.
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
Parameter
Averaging Calculator Objective
(milligrams per litre unless
otherwise indicated)
CBOD5 Monthly Average Effluent
Concentration
10.0 mg/L
Total Suspended
Solids
Monthly Average Effluent
Concentration
10.0 mg/L
Total Phosphorus Monthly Average Effluent
Concentration
0.75 mg/L
Total Ammonia
Nitrogen
Monthly Average Effluent
Concentration
Monthly Average Effluent
Concentration
1.0 mg/L (Apr 16 - Nov 30)
3.0 mg/L (Dec 1 - Apr 15)
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
Parameter
Averaging Calculator Limit
(maximum unless otherwise
indicated)
CBOD5 Monthly Average Effluent
Concentration
15.0 mg/L
Total Suspended
Solids
Monthly Average Effluent
Concentration
15.0 mg/L
Total Phosphorus Monthly Average Effluent
Concentration
1.0 mg/L
Total Ammonia
Nitrogen
Monthly Average Effluent
Concentration
Monthly Average Effluent
Concentration
2.0 mg/L (Apr 16 - Nov 30)
5.0 mg/L (Dec 1 - Apr 15)
Un-Ionized Ammonia Monthly Average Effluent
Concentration
0.10 mg/L
200 organisms per 100 mL
(Apr 15 - Nov 30)
E. coli Monthly Geometric Mean Density
(Dec 1 - April 14 as required)
pH Single Sample Result between 6.0 - 9.5 inclusive
Loading Limits
Final Effluent
Parameter
Averaging Calculator Limit
(maximum unless otherwise
indicated)
CBOD5 Annual Average Daily Effluent
Loading
15.9 kg/d
Total Suspended
Solids
Annual Average Daily Effluent
Loading
15.9 kg/d
Total Phosphorus Annual Average Daily Effluent
Loading
1.06 kg/d
Total Ammonia
Nitrogen
Monthly Average Daily Effluent
Loading
Monthly Average Daily Effluent
Loading
2.16 kg/d (Apr 16 - Nov 30)
5.30 kg/d (Apr 16 - Nov 30)
Un-ionized Ammonia Monthly Average Daily Effluent
Loading
0.106 kg/d
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
Nitrogen
8 hour composite Weekly
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
Nitrogen
8 hour composite Annually
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
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.
a.
25. Flow Distribution Chambers/Splitters
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.
a.
26. Imported Sewage Receiving Facility
Replacement, relocation or installation of loading bays, connect/disconnect hook-
up systems and unloading/transferring systems;
1.
Replacement, relocation or installation of screens, grit removal units and
compactors;
2.
Replacement, relocation or installation of pumps, such as dosing pumps and
transfer pumps, valves, piping and appurtenances;
3.
Replacement, relocation or installation of storage tanks/chambers and spill 4.
containment systems;
Replacement, relocation or installation of flow measurement and sampling
equipment;
5.
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.
6.
27. Preliminary Treatment System
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.
a.
Replacement or installation of channel aeration systems, including air blowers, air
supply main, air headers, air laterals, air distribution grids and diffusers.
b.
28. Primary Treatment System
Replacement of existing sludge removal mechanism, including sludge chamber;a.
Replacement or installation of scum removal mechanism, including scum
chamber;
b.
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.
c.
29. Secondary Treatment System
Biological Treatment
Conversion of complete mix aeration tank to plug-flow multi-pass aeration
tank, including modifications to internal structural configuration;
a.
Addition of inlet gates in multi-pass aeration tank for step-feed operation
mode;
b.
Partitioning of an anoxic/flip zone in the inlet of the aeration tank, including
installation of submersible mixer(s);
c.
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
d.
1.
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.
Secondary Sedimentation
Replacement of sludge removal mechanism, including sludge chamber;a.
Replacement or installation of scum removal mechanism, including scum
chamber;
b.
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.
c.
2.
30. Post-Secondary Treatment System
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.
a.
31. Disinfection System
UV Irridation
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.
a.
1.
Chlorination/Dechlorination and Ozonation Systems
Extension and reconfiguration of contact tank to increase retention time for
effective disinfection and reduce dead zones and minimize short-circuiting;
a.
Replacement or installation of chemical storage tanks, provided that the
tanks are provided with effective spill containment.
b.
2.
32. Supplementary Treatment Systems
Chemical systems
Replacement, relocation or installation of chemical storage tanks for existing
chemical systems only, provided that the tanks are sited with effective spill
containment;
a.
1.
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.
b.
Relocation and addition of chemical dosing point(s) including chemical feed
pipes and valves and controls, to improve phosphorus removal efficiency;
c.
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..
d.
33. Sludge Management System
Sludge Holding and Thickening
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;
a.
1.
Sludge Digestion
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;
a.
replacement of sludge digester covers.b.
2.
Sludge Dewatering and Disposal
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.
a.
3.
Processed Organic Waste
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.
a.
4.
34. Standby Power System
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.
1.
35. Pilot Study
Small side-stream pilot study for existing or new technologies, alternative
treatment process or chemical, provided:
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;
i.
no proprietary treatment process or propriety chemical is involved in the pilot
study;
ii.
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;
iii.
the pilot study will not have any negative impacts on the operation of the
sewage treatment plant or cause a deterioration of effluent quality;
iv.
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.
v.
1.
36. Lagoons
installing baffles in lagoon provided that the operating capacity of the lagoon
system is not reduced;
a.
raise top elevation of lagoon berms to increase free-board;b.
replace or install interconnecting pipes and chambers between cells, provided that
the process design operating sequence is not changed;
c.
replace or install mechanical aerators, or replace mechanical aerators with
diffused aeration system provided that the mixing and aeration capacity are not
reduced;
d.
removal of accumulated sludge and disposal to an approved location offsite.e.
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.
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:
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;
a.
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;
b.
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;
c.
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.
d.
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
× Total Monthly NBPD Flow) + (Monthly Average
BPD Effluent Concentration × 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
× Total Monthly NBPD Flow) + (Monthly Average
BPD Effluent Concentration × 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:
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:
*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.)
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:
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;
a.
The grounds on which you intend to rely at the hearing in relation to each portion appealed.b.
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:
The name of the appellant;1.
The address of the appellant;2.
The environmental compliance approval number;3.
The date of the environmental compliance approval;4.
The name of the Director, and;5.
The municipality or municipalities within which the project is to be engaged in.6.
And the Notice should be signed and dated by the appellant.
This Notice must be served upon:
The Secretary*
Environmental Review Tribunal
655 Bay Street, Suite 1500
Toronto, Ontario
M5G 1E5
AND
The Director appointed for the purposes of Part II.1
of the Environmental Protection Act
Ministry of the Environment and Climate Change
135 St. Clair Avenue West, 1st Floor
Toronto, Ontario
M4V 1P5
* 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 II.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
II.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