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Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 1
VILLAGE OF PORT CLEMENTS SEWAGE FLOW MONITORING
VERSION 2
Reference: 23.02 Version 2 issued: 2019-03-19
Distribution:
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Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 2
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 3
VILLAGE OF PORT CLEMENTS Sewage Flow Monitoring Submitted to Client: Village of Port Clements PO Box 198 Port Clements, BC V0T 1R0 Attn: Sean O’Donoghue, Superintendent of Public Works, [email protected], 250-557-4295 Prepared by Consultant: P.S.Turje & Associates Ltd. 1333 Inglewood Avenue, West Vancouver, BC, V7T 1Y8 Attn: Paul Turje, P.Eng., [email protected], 604-619-1407 Submitted by: Paul Turje, P.Eng. Study Limitations: P.S.Turje & Associates Ltd. (Consultant) has prepared this document in a manner consistent with that level of care and skill ordinarily exercised by members of the engineering and science professions currently practising under similar conditions in the jurisdiction in which the services are provided, subject to the time limits and physical constraints applicable to this document. No warranty, express or implied, is made. This document, including all text, data, tables, plans, figures, drawings and other documents contained herein, has been prepared by psturje for the sole benefit of the Client. It represents Consultant’s professional judgement based on the knowledge and information available at the time of completion. Consultant is not responsible for any unauthorized use or modification of this document. All third parties relying on this document do so at their own risk. The factual data, interpretations, suggestions, recommendations and opinions expressed in this document pertain to the specific project, site conditions, design objective, development and purpose described to Consultant by Client, and are not applicable to any other project or site location. In order to properly understand the factual data, interpretations, suggestions, recommendations and opinions expressed in this document, reference must be made to the entire document.
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 4
Contents
1 BACKGROUND ........................................................................................................ 5
1.1 Community system ...................................................................................................... 5
1.2 Regulations .................................................................................................................. 5
1.3 Purpose ....................................................................................................................... 5
1.4 Previous reports ........................................................................................................... 5
1.5 Flow monitors .............................................................................................................. 6
1.6 Lagoon design ............................................................................................................. 6
1.7 Lagoon survey ............................................................................................................. 6
2 LAGOON FLOW ANALYSIS .................................................................................. 10
3 LAGOON EFFLUENT QUALITY ............................................................................. 12
4 LIFT STATION FLOW ANALYSIS .......................................................................... 14
4.1 Pump tests ..................................................................................................................14
4.2 Lift station flow record .................................................................................................14
4.3 Base flow analysis ......................................................................................................18
4.4 Lift station flow summary.............................................................................................19
4.5 Lift station and lagoon flows compared .......................................................................19
5 DESIGN CRITERIA ................................................................................................ 21
5.1 Flow ............................................................................................................................21
5.2 Lagoon volumes .........................................................................................................22
6 NEXT STEPS ......................................................................................................... 23
7 FIGURES ................................................................................................................ 24
8 APPENDIX 1 - DAILY LAGOON DISCHARGE ...................................................... 31
9 APPENDIX 2 - DAILY LIFT STATION DISCHARGE .............................................. 39
10 APPENDIX 3 - LAGOON AS-BUILT DRAWING ................................................. 47
11 APPENDIX 4 – LAGOON TOPOGRAPHIC SURVEY ......................................... 49
12 APPENDIX 5 - MOE PERMIT AND REPORT ..................................................... 51
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 5
1 BACKGROUND
1.1 Community system
The Port Clements sewage system consists of gravity sewers to a sewage lift station that pumps to a single cell partial mixed aerated lagoon commissioned in 1979 using a single surface aerator. The lagoon discharges to an outlet manhole with flow measuring weir to a marine outfall. The single surface aerator was not operating at the time of the 2017-12-04 initial site visit to the date of this report.
A conventional two-pump Flygt lift station with electrical kiosk pumps raw sewage from the terminus of the gravity collection system to the lagoon. Sewage flows into the lift station through two partially submerged gravity inlets.
The community population is 282 persons (Canada Census 2016) with a small increase in population during the summer due to seasonal workers.
1.2 Regulations
The wastewater treatment lagoon is operating under BC Waste Management Act Permit PE-04864, issued on 1979-03-01and amended 1999-02-18. The permit authorizes an effluent discharge of a maximum of 560 m3/d with a maximum of 45mg/L BOD and 60mg/L TSS. Recent inspections by BC Ministry of Environment established that the lagoon is not in compliance with the permit and the ministry has demanded immediate remediation as documented in the attached report dated 2017-09-28.
The lagoon discharge must also comply in the longer term with the the federal Wastewater Effluent System Regulation (WESR) limits of25mg/L BOD and 25mg/L TSS. The Village has registered withWSER and reported that they have been unsuccessful in submitting any of the required quarterly monitoring reports. Compliance with theWSER requirements normally has a grace period of around 10 to 20 years, but we have not yet received confirmation of the date from the Village.
1.3 Purpose
This report provides the results of one year of flow monitoring that provides base data for future improvement designs to the wastewater treatment lagoon to bring the discharge into compliance with the Waste Management Permit and withWSER.
1.4 Previous reports
The reader is directed to the following previously submitted reports that document the installation of the flow monitoring equipment and an interim analysis of data.
Reference 1: Sewage Flow Monitoring Installation Report, P.S.Turje & Associates Ltd, 2017-12-14
Reference 2: Site Inspection Report #1, P.S.Turje & Associates Ltd., 2018-05-08
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1.5 Flow monitors
The flow monitors consist of the following:
Lagoon – 45-degree V-notch weir in effluent outlet manhole with pressure transducer sensing water level head behind the weir AND a tipping bucket rain gage recording daily rainfall, both connected to a solar powered multi-channel data logger.
Main Sewage Lift Station – event logger recording pump run time triggered by current switches on the pump wires at the main lift station that discharges the full sewage flow to the lagoon. The pump capacities must be known to a high degree of accuracy and when multiplied with the pump run time yields flow volume.
1.6 Lagoon design
Refer to the old lagoon site plan in Appendix 3.The lagoon was designed by Willis Cunliffe Tait in 1979 using a bottom elevation of 18.85m, top of berm elevation of 22.35m, nominal lagoon depth of 3.5m, 2:1 side slope (inside and outside), 4.0m top of berm width and nominal floor dimensions of 60m x 35m. The 150 mm diameter inlet pipe enters the lagoon in the middle of the south side. The 200 mm outlet pipe exits at the north-west corner. The nominal water depth is determined by the elevation of the outlet stop logs that were specified to be at 21.9m, resulting in a design freeboard of (22.35-21.9=) 0.45m and a water depth of (3.5-0.45=) 3.05 m. Note that the elevations are to an unknown datum that might be different from the datum used in the new lagoon topographic survey noted below. A single 10 h.p surface aerator was located in front of the inlet pipe, 20 m north of the inside crest of berm or 13m from the bottom edge of the lagoon.
1.7 Lagoon survey
A topographic survey of the lagoon was carried out by Dediluke Land Surveying in April 2018 and the resulting contour plan is attached as Appendix 4.
Table 1: Schematic lagoon section (not to scale)
The lagoon is approximately 49m x 74m at the interior crest, has a water elevation of 21.15m and a crest elevation that varies from 21.54 to 22.15m, a difference of 0.61m. The freeboard therefore ranges from
Berm crest elevation varies from 21.54 to 22.15m.
Freeboard varies from 1.00 to 0.39m
Bottom elevation varies from 18.13 to 18.76m
Sludge thickness varies from 1.18 to 0.16m with average of 0.70m
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1.00 m to 0.39 m. This variable berm elevation suggest that berm subsidence has taken place, possibly because of variable subsoils that were not fully excavated and stabilized during construction.
The bottom elevation ranges from 18.76 to 18.13m with an average bottom elevation of 18.59m. The water depth ranges from 2.39 to 3.02m. The design water depth from the lagoon construction record drawing is 3.00 m (inferred as the top stop log elevation).
The top of sludge elevation ranges from 19.79 to 18.59 m. The sludge depth ranges from 1.18m thick to 0.16m thick, using only the interior floor sludge survey measurements (omitting the berm side measurements). The average sludge depth is 0.70m.
Table 2: Lagoon berm elevations and freeboard Water Level, m 21.15 Elev., m Diff., m Freeboard, m
22.15 1.00 22.15 0 1.00 22.14 -0.01 0.99 22.13 -0.02 0.98 22.13 -0.02 0.98
22.1 -0.05 0.95 22.02 -0.13 0.87 21.98 -0.17 0.83 21.94 -0.21 0.79 21.93 -0.22 0.78 21.91 -0.24 0.76 21.91 -0.24 0.76 21.88 -0.27 0.73 21.88 -0.27 0.73 21.87 -0.28 0.72 21.84 -0.31 0.69 21.83 -0.32 0.68 21.79 -0.36 0.64 21.76 -0.39 0.61
21.7 -0.45 0.55 21.67 -0.48 0.52 21.65 -0.5 0.50 21.64 -0.51 0.49 21.62 -0.53 0.47 21.58 -0.57 0.43 21.54 -0.61 0.39
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Table 3: Lagoon bottom and top of sludge elevations
Bottom, m Top sludge, m
Sludge Depth, m
18.55 19.64 1.09 18.59 19.74 1.15 18.56 19.74 1.18 18.65 19.69 1.04 18.62 19.79 1.17 18.61 19.79 1.18 18.63 19.29 0.66 18.67 19.24 0.57 18.66 19.34 0.68 18.48 18.64 0.16 18.13 18.59 0.46 18.67 18.84 0.17 18.76 18.94 0.18 18.73 19.04 0.31 18.48 18.94 0.46 Min 18.13 18.59 0.16 Avg 18.59 19.28 0.70 Max 18.76 19.79 1.18 Diff 0.63 1.20 1.02
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Lagoon dimensions (in metres) and calculated volumes (in cubic metres) are summarized in the following table where:
h = depth (or height), m a = base width, m b = base length, m A = top width, m B = top length, m V= volume in m3= h/3*(a*b+A*B+((a*b*A*B)^0.5)) Table 4: Lagoon dimension summary
A B C D E design crest
(1) surveyed crest
(1) design
waterline (1) surveyed
waterline (2) surveyed top of
sludge (2) h 3.5 2.95 3 2.56 0.7 a 35 35 35 b 60 60 60 A 49 46.56 47 B 74 71.56 72 Volume 9900 7942 8150 6142 1719 Sludge % 21.1% 28.0% 100.0% (1) calculated by formula using record drawing dimensions (2) actual volume measured by end area method from surveyed cross sections
Using a sludge accumulation time of 40 years (1979 to present) the sludge accumulation rate is approximately = 1719m3/40years = 43m3/y.
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2 LAGOON FLOW ANALYSIS
The flow monitoring system records the head of water upstream of the flow measurement weir concurrently with rainfall for that hour. The water head is converted to a flow rate by an equation and the hourly flows are added to compile the daily flows.
The approximate lagoon rain catchment area is 3650m2. The rain falling on this area is included in the measured discharge for permit reporting. However, when comparing lagoon discharge with lift station discharge, the rain falling on the lagoon surface should be subtracted.
The following table illustrates the gross and net lagoon discharge concurrent with rainfall and the chart on the following pages plots the gross discharge concurrent with rainfall. The response of the lagoon discharge to rainfall is evident and includes the volume of rainfall falling into the lagoon plus the inflow and infiltration into the piping system. Note that the orange region at the start of the flow record shows a zero and slowly increasing discharge while the lagoon refilled to the new weir level. The two pink regions are spikes in flow caused by weir fouling where the fouling causes a raise in water level behind the weir that gives the false appearance of a large increase in flow rate. This illustrates the importance of routine weir cleaning going forward.
The lagoon daily discharge and rainfall is included in the table in Appendix 1.
Table 5: Lagoon discharge summary, 2017-12-28 to 2018-12-27
Days of data 365
Total gross discharge, m3 53,440
Average daily gross discharge, m3 146
Total rain, mm 1,199
Total rain volume in lagoon, m3 4,377
Rain as % of total discharge 8.2%
Total net discharge (net of precipitation), m3 49,063
Average daily discharge net of precipitation, m3 134
The flow anomalies caused by lagoon filling and weir fouling reduces the accuracy of the data by an unknown amount.
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Figure 1: Chart of lagoon discharge and rain
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3 LAGOON EFFLUENT QUALITY
The 1978 provincial discharge permit authorizes a maximum discharge of 560 m3/d for 24-hours per day for 365-days per year. The effluent limits are 45 mg/L BOD and 60 mg/L TSS. Both TSS and BOD frequently exceed the permit limits and the operator noted that BOD improves but TSS deteriorates with operation of the aerator. Parameters are tabled below with a chart (less the 1999 values) following:
Table 6: Historical lagoon effluent quality record
Date BOD, mg/L
TSS, mg/L
Fecal Coliform, MPN/100 mL
Total Ammonia as N, mg/L
Un-ionized Ammonia, mg/L pH
1999-06-01 13 40 2010-06-29 11 45 350000 2010-09-21 24 55 35000 2010-12-14 13 37 79000 2011-03-30 16 62 240000 2011-06-21 53 79 35000 2011-10-04 18 29 70000 2011-12-21 11 14 130000 2012-04-17 12 31 1700 2012-10-18 46 71 160000 2014-01-22 24 38 0 15.4 7.7 2014-04-22 69 63 35000 10.2 0.07 7.7 2014-10-30 87 69 92000 1.2 0 7.2 2015-02-26 45 0 13 0.15 7.8 2015-04-30 69 110 16000 0.063 0 7.6 2016-08-26 39 79 16000 0.05 0 7.7 2015-12-15 63 47 70000 8.5 0.09 7.6 2016-04-06 73 85 79000 0.05 0 7.4 2016-12-07 81 49 92000 6.73 0.04 7.3 2017-04-12 53 44 160000 20.9 0.13 7.4 2017-05-10 37 55 350000 15 0.06 7.2 2017-06-22 41 87 540000 13.1 0.05 7.2 2017-08-30 39 65 1600000 15 0.05 7.1 2017-11-09 37 44 160000 16.7 0.1 7.3 2017-11-29 32 48 220000 18.6 0.14 7.4 2017-12-20 48 36 240000 22.5 0.12 7.3 2018-01-31 61 48 920000 22.2 0.05 6.9 2018-03-07 61 32 540000 22.2 0.11 7.3 2018-03-28 54 42 160000 23.8 0.14 7.4 2018-11-21 47 46 1600000 21.5 0.11 7.3
Cells in red indicate exceeding limits of 45 / 60. Note that TSS limits have been satisfied since the aerator broke down in late 2017. The pattern since 2016 suggests that BOD and TSS exceedances move contrary to each other. Although we have no record of when the aerator was working, it suggests that operation of the aerator results in acceptable BOD but failed TSS, and vice versa. This suggests the need for both aeration (to improve treatment) and a baffle curtain (to provide a quiescent zone for settling the suspended solids).
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Figure 2: Plot of historical lagoon effluent quality
60 mg/L limit for TSS
45 mg/L limit for BOD
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4 LIFT STATION FLOW ANALYSIS
This section is a record of pump hour data logging and flow analysis that was downloaded and submitted to us by Port Clements staff. The data record extends from 2017-12-04 (installation date) to 2018-09-05. Records after that date were not submitted and were apparently partially or entirely compromised due to faults with the lift station pumps.
The logging system works by simply recording hourly pump running time for both pumps. The average of the pump capacities for both pumps are multiplied by the pumping time to arrive at a discharge volume. This simple method of flow measurement provides good accuracy when the pump station controls and pumps work properly and the pump rates of the two pumps are close, given that we are using only one logger to measure joint operating time.
Note that the pump station was converted to use two loggers, one for each pump, around 2019-01-02.
4.1 Pump tests
The pump capacities were tested three times:
• Test 1: 2017-12-06 reported in Reference 1.
• Test 2: 2018-05-08 reported in Reference 2 and applicable to sometime in late autumn of 2017 when both lift station pumps were repaired or replaced.
• Test 3: 2019-01-08 reported in this document and applicable from the uncertain pump replacement time going forward.
Table 7: Lift station pump test results Test 1 Test 2 Test 3 units lift station radius 1.219 1.219 1.219 m lift station area 4.670 4.670 4.670 m2 Test date 2017-12-06 2018-05-08 2019-01-08 Pump 1 rate 19.05 18.23 15.50 L/s Pump 2 rate 18.95 18.58 17.58 L/s Average P1 & P2 19.00 18.41 do not use L/s Joint P1 + P2 not tested not tested 20.17 L/s
The pump capacities degraded by about 3% in the period between Test 1 and Test 2. Test 2 will be used for the data record between installation and pump replacement because it took place roughly in the middle of the applicable data period. Test 3 will be used for the period after pump replacement.
4.2 Lift station flow record
The data table for the full flow record is included in Appendix 2. The table includes the following fields:
Date: date of record
Q: daily flow in m3/d
Daily rain: rainfall measured at the lagoon rain gage in mm per day
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Lagoon detention time: Q divided by the lagoon water volume of 4,423 m3 (above sludge layer) to arrive at a rough measure flow attenuation and detention time through the lagoon in days.
Q 31 d MA: the 31-day moving average of the daily flow, which is a more realistic approximation of the daily flow being discharged from the lagoon. The lift station flow was used instead of the lagoon flow due to measurement anomalies caused by fouling of the lagoon weir flow monitor.
Detention time using 31-day moving average of Q: the approximate detention time using the moving average.
The following charts illustrate the daily flow record. Note in Figure 3 the strong response to precipitation that confirms the presence of inflow and infiltration into the sewer system.
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 16
Figure 3: Lift station daily discharge and rain
0
5
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15
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25
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35
40
45
50
0.00
50.00
100.00
150.00
200.00
250.00
2017-12-05 2018-01-05 2018-02-05 2018-03-05 2018-04-05 2018-05-05 2018-06-05 2018-07-05 2018-08-05 2018-09-05
Rain
, mm
/d
Disc
harg
e, m
3/d
Date
Port Clements Jasper Lift Station Daily Discharge and Rain (17-12-05 to 18-09-05)
Daily rain, mm Q, m3/d
Minimum flow 43 m3/d (probably due to power outage) Average discharge 148 m3/d Maximum discharge 247 m3/d Days of record 275 days
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Figure 4: Lift station 31-day moving average of daily discharge and lagoon detention time
0
5
10
15
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25
30
35
40
0
20
40
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2017-12-20 2018-01-20 2018-02-20 2018-03-20 2018-04-20 2018-05-20 2018-06-20 2018-07-20 2018-08-20
Lago
on d
eten
tion
time,
d
Disc
harg
e, m
3/d
Date
CHART 2: Port Clements 31 day moving average of daily discharge AND lagoon detention time2017-12-20 to 2018-08-20
Discharge Detention time
Min 119 m3/d (24 d)Avg 149 m3/d (30 d)Max 183 m3/d (37 d)days 245 (moving avg)
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 18
4.3 Base flow analysis
The following is a short portion of the lift station hourly record. The first chart is the actual record that reveals extended periods of lift station filling where no discharge takes place. The second chart is a three-point moving average of the hourly discharges that “fills in the gaps” but in the process attenuates the peaks and minimums somewhat. The plot of the moving average reveals a consistent pattern of base flow, which in small rural communities we assign to: system inflow and infiltration, plumbing leakage (dripping taps and toilets), small amounts of night time usage by residents, commercial/institutional uses and perhaps unauthorized drainage connections. The base flow is around 2.7 m3/h during a period of low rainfall. The extended full record (not shown due to size) shows a base flow closer to 3.0 m3/h due to inclusion of extended periods of precipitation. Use a base flow of 3.0 m3/h for analysis.
Figure 5: Plot of hourly lift station discharge
Figure 6: Plot of 3-point moving average of hourly lift station discharge
0.00
5.00
10.00
15.00
20.00
25.00
30.00
35.00
40.00
1 6 11 16 21 26 31 36 41 46 51 56 61 66 71 76 81 86 91 96 101
106
111
116
121
126
131
136
141
146
151
156
161
166
Disc
harg
e, m
3/h
Elapsed time, h
Port Clements Lift Station hourly discharge(2017/12/06 through 2017-12-11)
Gaps in the record ae the result of wet well storage. The wet well is filling and has not triggered pumping during the hour.
0.002.004.006.008.00
10.0012.0014.0016.0018.0020.00
1 6 11 16 21 26 31 36 41 46 51 56 61 66 71 76 81 86 91 96 101
106
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126
131
136
141
146
151
156
161
166
Disc
harg
e, m
3/h
Elapsed Time, h
Port Clements Lift Station, three point moving average of hourly discharge,2017-12-05 through 2017-12-11
BASE FLOW APPROX. 3.0 m3/h
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4.4 Lift station flow summary
The lift station flow calculations are summarized below.
Table 8: Lift station flow summary Daily flow
(m3/d) Existing lagoon
detention time based on recorded daily
discharge,(d
31d moving average of daily discharge,
(m3/d)
Detention time based on 31d moving average of daily discharge, (d)(3)
Min flow (1) 93 47 119 37 Avg flow 148 31 149 30 Max flow 247 18 183 24 Approx avg base flow 72 APPROX Approx avg sewage flow (2) 76 APPROX Base flow % 49% APPROX Days of record 275 d
Note (1) Minimum flow is likely due to a short power outage at the lift station and does not represent actual minimum flow. (2) Average sewage flow = (average flow – base flow) (3) An approximation of routing the flow through the lagoon The per capita sewage flow of 269 L/person/d agrees closely with the unit flows experienced in other small rural communities and will be used for design. Note that base flow is around half of total flow, which is much higher than normal urban criteria but consistent with other small rural communities with older sewer systems. The result of the high base flow is that the lagoon volume is required to be approximately doubled with compared with sewage flow only, to achieve the same lagoon detention time.
The high base flow indicates a high level of inflow and infiltration. Sewer flushing, pipe camera survey and smoke testing undertaken during rainy winter conditions should reveal manhole and main sewer I&I sources that can be targeted with a repair program. The survey will also identify flowing service connections that could reveal service pipe leakage or breaks, and unauthorized drainage connections.
Experience indicates that the degree of I&I remediation achieved in practice is uncertain. The major leaks, if they can be identified, are worth repair. Myriad smaller leaks are difficult to identify and less cost effective to repair and present a trade-off between the cost of leak repair and pumping/treatment of the excess volume.
4.5 Lift station and lagoon flows compared
A review of the summaries for the lift station and the net lagoon flows (discounting incident rain on the lagoon) immediately reveals that the total lagoon discharge appears to be around 18% less than the lift station flow. Recall that the lagoon flow is over-estimated because of weir fouling, so the difference is greater than the calculated amount. The cause for this difference is not known but could be due to inaccuracies in the flow measurement methods or by leakage from the lagoon. Although the 18% difference is larger than hoped for, it is still considered to be a close result, confirming the usability of the discharge data.
The following chart illustrates the cumulative flow measurements over the joint period of record.
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Figure 7: Plot of cumulative lagoon and lift station discharges
The lift station flow measurement method is more accurate than the lagoon flow measurement method, therefore, the lift station flow will be used for design.
0
5000
10000
15000
20000
25000
30000
35000
40000
43115 43146 43174 43205 43235 43266 43296 43327
Cum
ulat
ive
disc
harg
e, m
3
Date
Port Clements lagoon and lift station cumulative discharge volumes (2018-01-15 to 2018-09-05), m3
Cumulative volume Lagoon discharge net daily, m3 Cumulative volume LS discharge daily, m3
Region of probable weir fouling, lagoon discharge shown is greater than actual therefore end difference should be greater than indicated
Lagoon filling region prior to chart start date is excluded
100%
82%
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5 DESIGN CRITERIA
5.1 Flow
Design flows are based on the anticipated population over a design period that typically varies from 20 to 50 years. Port Clements has experienced declining population due to decline of industrial logging therefore use of growth extrapolation-based methodologies for estimating future population are not appropriate. We will therefore use a population that ranges from existing 282 persons to an arbitrary 350 persons, recognizing that the future population could be less than existing. The discharge will be calculated using the lift station unit flow of 269 L/p/d flow plus the current base flow of 72 m3/d for the high range to a low value of 50% of existing base flow, assuming a successful I&I elimination program. The following table illustrates the resulting calculation for the High, Existing and Low flow estimates where:
Existing flow: population of 282 persons with no reduction in I&I
High flow: assumed population of 350 persons with no reduction in I&I at Year 2038
Low flow: current population of 282 persons and a 50% reduction in I&I at Year 2038
Table 9 Design flows
2018 (existing) 2038 (low) 2038 (high)
Population 282 282 350
Unit sewage flow, L/p/d 269 269 269
Sewage Discharge, m3/d 76 76 94
Base flow, m3/d 72 72/2=36 (1) 72
Design Flow (average day), m3/d 148 112 166 (1) where base flow is assumed to be cut in half by leakage reduction program
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5.2 Lagoon volumes
Liquid volumes at various water levels and sludge volumes are calculated in the following table where the year 2038 levels anticipate reinstating the berm crest elevation to 22.2m and the water surface elevation to values noted. The higher water levels will reduce freeboard and require installation of a spillway, that discharges to the outfall, to avoid potential overtopping. Sludge volumes are accumulated at the historic rate of 43m3/y for 40 years since the lagoon was commissioned in 1979. Sludge generation is understood to be population dependant, but lacking historic population data, we will use a simple annual approximation, which is sufficient for preliminary design.
Table 10: Lagoon volumes Volumes, m3
Date 2018 (existing) 2038 2038
Lagoon water surface elevation, m 21.15 21.5 21.8
Lagoon crest elevation, m 21.5 22.2 22.2
Lagoon freeboard, m 0.35 to1.05 0.7 0.4
Lagoon volume to water surface 6142 7311 8500
Sludge volume, m3 1719 2580 2580
Liquid volume, m3 4423 4731 5920
Design Flow, m3/d 148 112 to 168 112 to 168 Lagoon detention time, d 30 42 to 28 53 to 35
The required lagoon detention time depends on influent characteristics, temperature, sunshine, oxygen content, mixing efficiency, ability to provide a quiescent final zone for settling solids, and shielding the water in the settling zone from sunshine to avoid algae growth. Generally, a 30-day detention time in the primary (aerated and mixing) cell with a 5-day detention time in the secondary (settling) cell is a good starting point for meeting the lesser provincial criteria, together with appropriate aeration in the primary cell and a cover over the settling cell to reduce algae growth.
Raising the lagoon berm to 22.2 m and the water level to 21.8 will provide a 35-day detention time for the high flow estimate for 2038 and provides a starting point for the upgrading feasibility study, which is the subject of a future report.
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6 NEXT STEPS
The Village of Port Clements is required to meet, in the short term, the BC Ministry of Environment (BCMoE) discharge permit requirements of 45 mg/L BOD and 60 mg/L of TSS. The Village is also required to meet the more stringent federal Wastewater System Effluent Regulation (WSER) effluent criteria of 25 mg/L BOD and 25 mg/L of TSS immediately because of non-registration.
The Village could choose to carry out short term “modest” upgrades to their system to meet the BCMoE requirements and negotiate a delayed compliance with WSER (if this is possible). This upgrading might include:
• Rebuild the lagoon berm to its original berm elevation of around 22.2m.
• Raising the outlet elevation to increase detention time.
• Installing more efficient aeration.
• Installing a baffle curtain to create a settlement cell and avoid short circuiting through the lagoon
• Install a floating opaque cover over the settlement cell to reduce algae growth that increases the TSS of the effluent.
These works can take place within the existing footprint of the lagoon and thus avoid a requirement to purchase land or negotiate land leases or easements from the surrounding private land owners or British Columbia. The engineering should include a geotechnical evaluation of the existing lagoon berms to confirm their stability when reinstated to their original design elevation. Other studies such as environmental assessments, archaeological review and First Nations consultation should not be required. The work could be designed during the spring of 2019 and implemented in the summer of 2019 or the following summer.
Alternatively, the Village might choose to immediately target compliance with the more stringent WSER requirements. This might include the work noted above but also will likely include the required to add a second lagoon cell with more extensive aeration and perhaps filtration to ensure compliance with the much more stringent TSS requirements. This will require securing tenure for land to site the second lagoon cell, environmental and archaeological assessments, more extensive geotechnical investigations and a more extensive aeration system. This option is more expensive than the MoE option and would include applying for 100% funding from the Canada Infrastructure Program – Rural and Northern Communities (ICIP-RNC) during the next funding intake expected around mid-January 2020. The application conditions are stringent and will require the noted consultant studies, First Nation consultation, securing land tenure, completing detailed feasibility and likely design with preparation of a reliable cost estimate, which is challenging for work in Haida Gwaii.
In the meanwhile, please submit this report to the BC MoE to advise them of your progress in satisfying the requirements of your discharge permit.
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7 FIGURES Figure 8: Location Plan
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Figure 9 High Level Satellite Image
Lagoon
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Figure 10: Low level satellite images of lagoon showing outfall route to the left
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Figure 11: Single cell lagoon and floating aerators (inoperable)
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Figure 12: Lagoon flow monitor during installation
Figure 13: Lagoon new weir bolted to existing weir
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Figure 14: Lagoon flow monitoring instrumentation
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Figure 15: Lift station that pumps to lagoon
Figure 16: Interior of lift station
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8 APPENDIX 1 - DAILY LAGOON DISCHARGE
Table 11: Lagoon daily discharge and rainfall
Date Daily gross
discharge, m3 Daily rain, mm 2017-12-28 41.55 0.0 2017-12-29 31.34 0.0 2017-12-30 26.93 0.0 2017-12-31 47.60 5.2 2018-01-01 49.47 0.0 2018-01-02 45.92 0.4 2018-01-03 44.75 2.6 2018-01-04 56.18 2.6 2018-01-05 50.59 0.2 2018-01-06 47.09 0.0 2018-01-07 100.63 32.6 2018-01-08 128.90 1.4 2018-01-09 82.19 0.2 2018-01-10 62.00 0.0 2018-01-11 56.81 0.0 2018-01-12 55.25 10.2 2018-01-13 65.76 5.2 2018-01-14 85.24 0.8 2018-01-15 98.01 9.2 2018-01-16 112.53 0.4 2018-01-17 132.83 31.4 2018-01-18 132.83 15.4 2018-01-19 151.22 2.8 2018-01-20 131.36 6.6 2018-01-21 108.67 1.8 2018-01-22 109.31 9.4 2018-01-23 158.03 23.6 2018-01-24 144.81 5.6 2018-01-25 123.09 2.8 2018-01-26 123.03 0.6 2018-01-27 112.32 1.6 2018-01-28 127.93 15.6 2018-01-29 150.79 15.2 2018-01-30 162.47 7.2 2018-01-31 128.97 1.4 2018-02-01 142.43 10.4 2018-02-02 134.08 2.8 2018-02-03 134.51 24.8 2018-02-04 208.78 10.0 2018-02-05 153.23 2.2 2018-02-06 153.10 14.6 2018-02-07 164.66 12.6
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Date Daily gross
discharge, m3 Daily rain, mm 2018-02-08 143.84 0.0 2018-02-09 108.97 0.0 2018-02-10 88.32 0.2 2018-02-11 92.66 0.0 2018-02-12 89.38 1.6 2018-02-13 107.14 6.0 2018-02-14 97.99 0.0 2018-02-15 99.06 0.8 2018-02-16 108.52 3.2 2018-02-17 108.09 1.2 2018-02-18 88.66 0.0 2018-02-19 86.24 0.0 2018-02-20 83.69 0.0 2018-02-21 83.62 0.0 2018-02-22 82.01 0.2 2018-02-23 95.42 3.8 2018-02-24 103.27 5.6 2018-02-25 118.46 2.4 2018-02-26 108.48 3.4 2018-02-27 108.31 1.0 2018-02-28 169.85 40.6 2018-03-01 196.05 1.0 2018-03-02 149.34 0.0 2018-03-03 94.30 0.0 2018-03-04 73.68 0.0 2018-03-05 70.84 0.0 2018-03-06 78.23 1.0 2018-03-07 70.19 0.0 2018-03-08 69.92 2.8 2018-03-09 86.90 3.0 2018-03-10 95.83 0.0 2018-03-11 96.70 0.0 2018-03-12 106.46 3.0 2018-03-13 100.94 0.2 2018-03-14 98.22 2.4 2018-03-15 93.37 0.2 2018-03-16 86.71 0.0 2018-03-17 82.31 0.0 2018-03-18 79.85 0.0 2018-03-19 82.61 0.0 2018-03-20 86.13 0.4 2018-03-21 86.75 0.0 2018-03-22 98.31 2.4 2018-03-23 89.00 0.0 2018-03-24 94.64 0.0 2018-03-25 89.81 1.6 2018-03-26 91.07 0.8
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Date Daily gross
discharge, m3 Daily rain, mm 2018-03-27 88.35 0.4 2018-03-28 85.98 8.0 2018-03-29 130.15 8.4 2018-03-30 113.71 0.0 2018-03-31 99.65 1.4 2018-04-01 91.99 0.0 2018-04-02 94.83 2.4 2018-04-03 110.47 7.2 2018-04-04 104.93 0.0 2018-04-05 154.18 34.6 2018-04-06 207.54 6.2 2018-04-07 139.32 0.0 2018-04-08 116.97 5.4 2018-04-09 109.65 3.4 2018-04-10 153.90 22.8 2018-04-11 180.72 12.4 2018-04-12 156.51 2.2 2018-04-13 158.26 15.4 2018-04-14 145.90 6.2 2018-04-15 130.07 0.0 2018-04-16 117.90 0.0 2018-04-17 112.41 3.2 2018-04-18 104.34 0.0 2018-04-19 112.42 7.0 2018-04-20 158.03 31.2 2018-04-21 163.70 0.0 2018-04-22 126.15 0.2 2018-04-23 128.94 1.2 2018-04-24 114.12 0.0 2018-04-25 100.81 0.0 2018-04-26 99.41 0.0 2018-04-27 90.01 0.0 2018-04-28 81.14 0.0 2018-04-29 89.91 0.0 2018-04-30 90.77 0.0 2018-05-01 84.88 0.0 2018-05-02 82.93 0.4 2018-05-03 87.82 3.6 2018-05-04 88.23 0.4 2018-05-05 87.30 0.0 2018-05-06 90.18 0.0 2018-05-07 95.58 0.0 2018-05-08 86.32 0.8 2018-05-09 88.90 4.2 2018-05-10 92.98 5.0 2018-05-11 90.15 0.0 2018-05-12 86.28 0.0
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Date Daily gross
discharge, m3 Daily rain, mm 2018-05-13 96.16 0.0 2018-05-14 93.82 0.0 2018-05-15 85.37 0.0 2018-05-16 79.13 0.0 2018-05-17 77.01 0.0 2018-05-18 75.41 0.0 2018-05-19 75.74 0.6 2018-05-20 75.40 0.0 2018-05-21 87.86 0.4 2018-05-22 92.47 0.0 2018-05-23 89.38 0.6 2018-05-24 89.96 0.4 2018-05-25 98.27 5.8 2018-05-26 96.85 0.6 2018-05-27 99.86 8.4 2018-05-28 108.62 0.8 2018-05-29 101.56 1.0 2018-05-30 95.38 4.0 2018-05-31 111.00 2.4 2018-06-01 113.55 5.6 2018-06-02 108.91 8.2 2018-06-03 125.66 12.6 2018-06-04 142.17 8.2 2018-06-05 161.65 16.2 2018-06-06 132.13 2.4 2018-06-07 83.40 1.6 2018-06-08 100.23 2.0 2018-06-09 104.64 0.6 2018-06-10 103.95 1.0 2018-06-11 105.28 1.2 2018-06-12 121.06 9.2 2018-06-13 142.61 1.8 2018-06-14 136.30 3.0 2018-06-15 126.83 0.0 2018-06-16 116.67 0.0 2018-06-17 111.71 0.0 2018-06-18 109.90 0.0 2018-06-19 91.26 0.0 2018-06-20 81.27 0.0 2018-06-21 85.34 0.0 2018-06-22 88.20 0.0 2018-06-23 231.89 0.0 2018-06-24 385.17 1.6 2018-06-25 577.09 0.6 2018-06-26 837.64 0.0 2018-06-27 420.24 0.0 2018-06-28 182.46 2.2
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Date Daily gross
discharge, m3 Daily rain, mm 2018-06-29 157.02 0.0 2018-06-30 127.24 0.6 2018-07-01 118.21 1.2 2018-07-02 109.69 0.0 2018-07-03 113.57 0.0 2018-07-04 109.89 0.0 2018-07-05 98.29 0.0 2018-07-06 98.54 3.0 2018-07-07 102.37 0.0 2018-07-08 101.61 0.0 2018-07-09 116.27 0.0 2018-07-10 116.94 0.2 2018-07-11 121.61 0.0 2018-07-12 110.61 0.0 2018-07-13 106.67 0.0 2018-07-14 101.85 0.0 2018-07-15 103.56 0.0 2018-07-16 108.20 0.0 2018-07-17 131.25 0.0 2018-07-18 135.62 0.2 2018-07-19 128.57 0.2 2018-07-20 119.48 0.0 2018-07-21 114.94 0.0 2018-07-22 118.29 0.0 2018-07-23 121.92 0.0 2018-07-24 112.12 0.0 2018-07-25 103.74 0.0 2018-07-26 102.54 0.0 2018-07-27 97.11 0.0 2018-07-28 119.17 0.0 2018-07-29 104.68 0.0 2018-07-30 177.83 0.0 2018-07-31 256.36 0.0 2018-08-01 299.55 0.0 2018-08-02 172.25 0.2 2018-08-03 127.42 0.2 2018-08-04 136.05 0.2 2018-08-05 158.87 0.0 2018-08-06 152.06 0.0 2018-08-07 150.02 0.0 2018-08-08 150.88 0.0 2018-08-09 161.99 5.6 2018-08-10 187.96 0.4 2018-08-11 173.57 0.0 2018-08-12 159.01 0.0 2018-08-13 169.34 0.0 2018-08-14 182.37 0.0
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Date Daily gross
discharge, m3 Daily rain, mm 2018-08-15 197.89 0.0 2018-08-16 184.77 0.0 2018-08-17 182.18 0.0 2018-08-18 181.03 0.0 2018-08-19 186.81 0.0 2018-08-20 192.52 0.0 2018-08-21 178.50 0.0 2018-08-22 174.94 0.0 2018-08-23 171.18 0.0 2018-08-24 174.94 1.0 2018-08-25 201.29 0.0 2018-08-26 193.58 3.6 2018-08-27 182.11 0.0 2018-08-28 178.40 0.2 2018-08-29 180.26 2.0 2018-08-30 204.39 0.0 2018-08-31 189.66 0.0 2018-09-01 183.36 6.8 2018-09-02 212.22 0.6 2018-09-03 200.68 0.0 2018-09-04 191.87 3.6 2018-09-05 187.58 0.2 2018-09-06 162.50 5.0 2018-09-07 198.19 5.6 2018-09-08 204.86 2.0 2018-09-09 287.16 2.8 2018-09-10 360.67 1.4 2018-09-11 270.98 0.8 2018-09-12 206.82 0.6 2018-09-13 190.39 0.2 2018-09-14 171.11 0.4 2018-09-15 161.98 0.2 2018-09-16 150.64 0.4 2018-09-17 143.58 0.2 2018-09-18 158.32 0.0 2018-09-19 175.16 0.2 2018-09-20 179.72 0.2 2018-09-21 178.52 0.2 2018-09-22 152.66 0.2 2018-09-23 143.90 0.0 2018-09-24 142.52 0.2 2018-09-25 150.67 0.2 2018-09-26 151.91 0.0 2018-09-27 143.91 0.2 2018-09-28 139.76 0.2 2018-09-29 141.38 0.0 2018-09-30 140.85 0.2
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Date Daily gross
discharge, m3 Daily rain, mm 2018-10-01 158.57 0.0 2018-10-02 153.31 0.0 2018-10-03 141.08 0.2 2018-10-04 133.67 0.0 2018-10-05 132.54 0.0 2018-10-06 141.65 0.2 2018-10-07 193.68 0.6 2018-10-08 219.16 2.0 2018-10-09 184.10 11.8 2018-10-10 157.65 9.6 2018-10-11 167.84 8.0 2018-10-12 190.85 11.8 2018-10-13 157.76 6.8 2018-10-14 154.83 4.2 2018-10-15 163.63 2.6 2018-10-16 167.37 0.0 2018-10-17 169.67 6.6 2018-10-18 170.40 1.0 2018-10-19 173.64 0.8 2018-10-20 175.93 1.4 2018-10-21 184.80 2.4 2018-10-22 166.50 1.6 2018-10-23 184.05 2.4 2018-10-24 188.42 2.4 2018-10-25 233.60 2.8 2018-10-26 262.16 2.4 2018-10-27 223.67 1.6 2018-10-28 212.93 2.6 2018-10-29 196.86 3.0 2018-10-30 189.96 4.2 2018-10-31 193.11 5.4 2018-11-01 239.72 15.0 2018-11-02 232.31 11.4 2018-11-03 239.56 4.4 2018-11-04 236.29 2.8 2018-11-05 232.14 2.0 2018-11-06 194.36 1.2 2018-11-07 171.48 1.0 2018-11-08 183.15 1.4 2018-11-09 173.73 1.6 2018-11-10 159.13 5.8 2018-11-11 155.58 5.0 2018-11-12 158.78 9.4 2018-11-13 208.50 7.2 2018-11-14 220.80 13.2 2018-11-15 245.12 29.2 2018-11-16 213.73 0.0
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Date Daily gross
discharge, m3 Daily rain, mm 2018-11-17 180.85 0.0 2018-11-18 167.14 0.0 2018-11-19 164.95 0.0 2018-11-20 178.18 6.2 2018-11-21 183.71 5.0 2018-11-22 208.79 16.4 2018-11-23 279.19 12.6 2018-11-24 210.05 2.4 2018-11-25 122.00 5.6 2018-11-26 139.14 5.8 2018-11-27 172.25 1.0 2018-11-28 178.97 0.4 2018-11-29 179.97 2.2 2018-11-30 177.76 0.4 2018-12-01 170.98 1.0 2018-12-02 162.42 0.2 2018-12-03 156.83 0.2 2018-12-04 161.73 0.0 2018-12-05 172.38 0.0 2018-12-06 162.25 0.4 2018-12-07 156.89 8.6 2018-12-08 179.77 1.6 2018-12-09 194.72 10.8 2018-12-10 194.30 6.6 2018-12-11 262.89 11.8 2018-12-12 257.89 7.8 2018-12-13 274.61 12.4 2018-12-14 224.37 0.0 2018-12-15 248.37 36.2 2018-12-16 273.69 18.6 2018-12-17 290.12 6.2 2018-12-18 305.01 6.2 2018-12-19 245.52 3.4 2018-12-20 207.58 13.8 2018-12-21 185.72 5.8 2018-12-22 232.93 14.6 2018-12-23 318.44 21 2018-12-24 242.77 0.4 2018-12-25 202.79 11.8 2018-12-26 244.75 4.4 2018-12-27 195.85 2.2
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9 APPENDIX 2 - DAILY LIFT STATION DISCHARGE
Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2017-12-05 178.50 25 2017-12-06 171.78 26 2017-12-07 136.46 32 2017-12-08 156.63 28 2017-12-09 180.80 24 2017-12-10 139.66 2.2 32 2017-12-11 150.69 0.0 29 2017-12-12 148.13 7.0 30 2017-12-13 169.07 0.2 26 2017-12-14 141.30 2.4 31 2017-12-15 155.18 7.4 29 2017-12-16 159.78 0.8 28 2017-12-17 169.04 1.6 26 2017-12-18 131.34 0.6 34 2017-12-19 154.83 0.2 29 2017-12-20 123.06 1.8 36 150 29 2017-12-21 133.66 0.2 33 149 30 2017-12-22 127.99 0.2 35 148 30 2017-12-23 167.73 0.2 26 150 29 2017-12-24 153.92 7.4 29 151 29 2017-12-25 172.15 1.6 26 150 29 2017-12-26 176.20 0.0 25 151 29 2017-12-27 133.53 0.2 33 151 29 2017-12-28 144.96 0.0 31 151 29 2017-12-29 131.80 0.0 34 152 29 2017-12-30 137.36 0.0 32 153 29 2017-12-31 181.46 5.2 24 154 29 2018-01-01 132.59 0.0 33 153 29 2018-01-02 127.29 0.4 35 154 29 2018-01-03 129.79 2.6 34 158 28 2018-01-04 142.13 2.6 31 160 28 2018-01-05 140.05 0.2 32 161 27 2018-01-06 139.29 0.0 32 162 27 2018-01-07 200.63 32.6 22 163 27 2018-01-08 198.86 1.4 22 165 27 2018-01-09 145.99 0.2 30 166 27 2018-01-10 151.29 0.0 29 165 27 2018-01-11 149.71 0.0 30 166 27 2018-01-12 174.12 10.2 25 167 27 2018-01-13 189.29 5.2 23 168 26 2018-01-14 178.41 0.8 25 170 26 2018-01-15 160.29 9.2 28 172 26 2018-01-16 150.59 0.4 29 171 26
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Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-01-17 207.80 31.4 21 174 25 2018-01-18 246.90 15.4 18 175 25 2018-01-19 199.89 2.8 22 177 25 2018-01-20 167.47 6.6 26 180 25 2018-01-21 156.06 1.8 28 181 24 2018-01-22 177.06 9.4 25 182 24 2018-01-23 209.98 23.6 21 182 24 2018-01-24 179.22 5.6 25 183 24 2018-01-25 161.21 2.8 27 183 24 2018-01-26 201.55 0.6 22 182 24 2018-01-27 159.56 1.6 28 183 24 2018-01-28 180.30 15.6 25 182 24 2018-01-29 194.39 15.2 23 181 24 2018-01-30 196.23 7.2 23 180 25 2018-01-31 158.93 1.4 28 180 25 2018-02-01 221.55 10.4 20 181 24 2018-02-02 166.09 2.8 27 180 25 2018-02-03 179.36 24.8 25 177 25 2018-02-04 242.56 10.0 18 174 25 2018-02-05 164.40 2.2 27 173 26 2018-02-06 184.32 14.6 24 173 26 2018-02-07 196.98 12.6 22 172 26 2018-02-08 210.11 0.0 21 169 26 2018-02-09 147.06 0.0 30 168 26 2018-02-10 136.58 0.2 32 168 26 2018-02-11 162.26 0.0 27 166 27 2018-02-12 149.01 1.6 30 166 27 2018-02-13 153.76 6.0 29 167 27 2018-02-14 144.00 0.0 31 168 26 2018-02-15 173.47 0.8 25 167 26 2018-02-16 182.57 3.2 24 167 27 2018-02-17 163.31 1.2 27 164 27 2018-02-18 153.76 0.0 29 164 27 2018-02-19 135.00 0.0 33 163 27 2018-02-20 135.33 0.0 33 159 28 2018-02-21 142.33 0.0 31 159 28 2018-02-22 131.82 0.2 34 157 28 2018-02-23 134.73 3.8 33 155 28 2018-02-24 153.35 5.6 29 155 29 2018-02-25 162.61 2.4 27 155 29 2018-02-26 143.34 3.4 31 155 29 2018-02-27 144.79 1.0 31 154 29 2018-02-28 208.76 40.6 21 154 29 2018-03-01 236.23 1.0 19 153 29 2018-03-02 168.74 0.0 26 153 29
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Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-03-03 138.20 0.0 32 152 29 2018-03-04 149.69 0.0 30 150 29 2018-03-05 152.08 0.0 29 149 30 2018-03-06 143.10 1.0 31 149 30 2018-03-07 134.80 0.0 33 150 30 2018-03-08 147.87 2.8 30 150 29 2018-03-09 137.82 3.0 32 151 29 2018-03-10 143.21 0.0 31 151 29 2018-03-11 187.48 0.0 24 151 29 2018-03-12 143.25 3.0 31 150 30 2018-03-13 137.74 0.2 32 148 30 2018-03-14 138.06 2.4 32 149 30 2018-03-15 148.44 0.2 30 150 29 2018-03-16 128.78 0.0 34 147 30 2018-03-17 137.51 0.0 32 144 31 2018-03-18 132.68 0.0 33 143 31 2018-03-19 140.54 0.0 31 144 31 2018-03-20 131.67 0.4 34 144 31 2018-03-21 148.75 0.0 30 146 30 2018-03-22 160.05 2.4 28 148 30 2018-03-23 148.61 0.0 30 148 30 2018-03-24 153.02 0.0 29 149 30 2018-03-25 130.86 1.6 34 149 30 2018-03-26 146.19 0.8 30 151 29 2018-03-27 118.10 0.4 37 152 29 2018-03-28 122.34 8.0 36 153 29 2018-03-29 169.33 8.4 26 155 29 2018-03-30 164.31 0.0 27 156 28 2018-03-31 131.15 1.4 34 157 28 2018-04-01 135.11 0.0 33 158 28 2018-04-02 137.63 2.4 32 159 28 2018-04-03 150.04 7.2 29 159 28 2018-04-04 163.68 0.0 27 160 28 2018-04-05 201.64 34.6 22 162 27 2018-04-06 207.45 6.2 21 162 27 2018-04-07 154.48 0.0 29 163 27 2018-04-08 154.18 5.4 29 164 27 2018-04-09 142.71 3.4 31 164 27 2018-04-10 199.94 22.8 22 165 27 2018-04-11 226.27 12.4 20 165 27 2018-04-12 180.14 2.2 25 166 27 2018-04-13 191.96 15.4 23 166 27 2018-04-14 168.80 6.2 26 166 27 2018-04-15 177.21 0.0 25 166 27 2018-04-16 171.25 0.0 26 165 27
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Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-04-17 175.48 3.2 25 165 27 2018-04-18 133.73 0.0 33 164 27 2018-04-19 157.04 7.0 28 164 27 2018-04-20 198.38 31.2 22 163 27 2018-04-21 161.66 0.0 27 162 27 2018-04-22 179.05 0.2 25 160 28 2018-04-23 190.70 1.2 23 159 28 2018-04-24 149.53 0.0 30 158 28 2018-04-25 148.13 0.0 30 158 28 2018-04-26 164.33 0.0 27 155 29 2018-04-27 131.19 0.0 34 152 29 2018-04-28 132.19 0.0 33 152 29 2018-04-29 180.87 0.0 24 150 29 2018-04-30 135.55 0.0 33 149 30 2018-05-01 126.72 0.0 35 148 30 2018-05-02 130.77 0.4 34 146 30 2018-05-03 106.38 3.6 42 144 31 2018-05-04 148.64 0.4 30 144 31 2018-05-05 120.44 0.0 37 143 31 2018-05-06 186.78 0.0 24 142 31 2018-05-07 132.63 0.0 33 141 31 2018-05-08 121.29 0.8 36 139 32 2018-05-09 125.02 4.2 35 138 32 2018-05-10 132.22 5.0 33 137 32 2018-05-11 126.24 0.0 35 136 32 2018-05-12 138.33 0.0 32 136 33 2018-05-13 183.87 0.0 24 136 33 2018-05-14 128.38 0.0 34 136 33 2018-05-15 130.03 0.0 34 135 33 2018-05-16 125.74 0.0 35 136 33 2018-05-17 125.63 0.0 35 136 33 2018-05-18 121.82 0.0 36 137 32 2018-05-19 121.95 0.6 36 138 32 2018-05-20 120.15 0.0 37 139 32 2018-05-21 176.58 0.4 25 142 31 2018-05-22 134.47 0.0 33 142 31 2018-05-23 124.20 0.6 36 143 31 2018-05-24 136.57 0.4 32 144 31 2018-05-25 126.57 5.8 35 144 31 2018-05-26 126.90 0.6 35 145 30 2018-05-27 153.12 8.4 29 146 30 2018-05-28 134.58 0.8 33 148 30 2018-05-29 121.93 1.0 36 147 30 2018-05-30 165.34 4.0 27 147 30 2018-05-31 154.07 2.4 29 147 30
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Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-06-01 137.80 5.6 32 148 30 2018-06-02 148.97 8.2 30 149 30 2018-06-03 162.61 12.6 27 149 30 2018-06-04 170.11 8.2 26 150 30 2018-06-05 219.31 16.2 20 152 29 2018-06-06 172.94 2.4 26 150 29 2018-06-07 159.36 1.6 28 149 30 2018-06-08 157.99 2.0 28 150 30 2018-06-09 137.52 0.6 32 149 30 2018-06-10 154.55 1.0 29 151 29 2018-06-11 152.21 1.2 29 151 29 2018-06-12 195.88 9.2 23 151 29 2018-06-13 147.00 1.8 30 151 29 2018-06-14 144.28 3.0 31 151 29 2018-06-15 139.55 0.0 32 150 29 2018-06-16 132.19 0.0 33 150 29 2018-06-17 163.74 0.0 27 150 30 2018-06-18 136.25 0.0 32 151 29 2018-06-19 131.14 0.0 34 149 30 2018-06-20 188.64 0.0 23 148 30 2018-06-21 119.19 0.0 37 145 31 2018-06-22 119.36 0.0 37 143 31 2018-06-23 125.43 0.0 35 142 31 2018-06-24 135.74 1.6 33 143 31 2018-06-25 172.15 0.6 26 142 31 2018-06-26 137.84 0.0 32 141 31 2018-06-27 141.94 0.0 31 140 32 2018-06-28 136.11 2.2 32 137 32 2018-06-29 119.83 0.0 37 136 32 2018-06-30 142.99 0.6 31 136 33 2018-07-01 146.43 1.2 30 135 33 2018-07-02 131.32 0.0 34 137 32 2018-07-03 177.78 0.0 25 135 33 2018-07-04 123.26 0.0 36 135 33 2018-07-05 120.92 0.0 37 134 33 2018-07-06 124.22 3.0 36 132 33 2018-07-07 129.24 0.0 34 134 33 2018-07-08 132.65 0.0 33 134 33 2018-07-09 161.34 0.0 27 134 33 2018-07-10 125.80 0.2 35 133 33 2018-07-11 110.83 0.0 40 131 34 2018-07-12 118.38 0.0 37 131 34 2018-07-13 115.42 0.0 38 130 34 2018-07-14 126.11 0.0 35 130 34 2018-07-15 120.46 0.0 37 131 34
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 44
Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-07-16 122.43 0.0 36 130 34 2018-07-17 181.85 0.0 24 128 35 2018-07-18 119.37 0.2 37 128 35 2018-07-19 124.10 0.2 36 126 35 2018-07-20 117.85 0.0 38 127 35 2018-07-21 124.47 0.0 36 126 35 2018-07-22 169.06 0.0 26 125 35 2018-07-23 123.72 0.0 36 124 36 2018-07-24 109.89 0.0 40 124 36 2018-07-25 108.42 0.0 41 123 36 2018-07-26 112.23 0.0 39 124 36 2018-07-27 151.57 0.0 29 124 36 2018-07-28 110.11 0.0 40 123 36 2018-07-29 120.24 0.0 37 123 36 2018-07-30 162.96 0.0 27 124 36 2018-07-31 104.81 0.0 42 124 36 2018-08-01 93.25 0.0 47 124 36 2018-08-02 121.69 0.2 36 122 36 2018-08-03 104.91 0.2 42 122 36 2018-08-04 155.05 0.2 29 123 36 2018-08-05 95.41 0.0 46 123 36 2018-08-06 108.31 0.0 41 122 36 2018-08-07 102.31 0.0 43 120 37 2018-08-08 115.62 0.0 38 120 37 2018-08-09 148.26 5.6 30 120 37 2018-08-10 135.13 0.4 33 121 37 2018-08-11 106.56 0.0 42 121 37 2018-08-12 106.97 0.0 41 120 37 2018-08-13 116.34 0.0 38 119 37 2018-08-14 154.61 0.0 29 120 37 2018-08-15 121.42 0.0 36 119 37 2018-08-16 109.69 0.0 40 119 37 2018-08-17 128.34 0.0 34 119 37 2018-08-18 109.60 0.0 40 121 37 2018-08-19 159.34 0.0 28 121 36 2018-08-20 107.91 0.0 41 120 37 2018-08-21 118.14 0.0 37 121 37 2018-08-22 98.24 0.0 45 2018-08-23 108.00 0.0 41 2018-08-24 110.00 1.0 40 2018-08-25 143.95 0.0 31 2018-08-26 122.34 3.6 36 2018-08-27 106.65 0.0 41 2018-08-28 107.35 0.2 41 2018-08-29 136.27 2.0 32
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 45
Date Q, m3/d Daily rain, mm
Lagoon detention time, da Q 31d MA
Lagoon detention time of MA,d
2018-08-30 128.08 0.0 35 2018-08-31 112.62 0.0 39 2018-09-01 104.17 6.8 42 2018-09-02 168.69 0.6 26 2018-09-03 114.13 0.0 39 2018-09-04 116.93 3.6 38 2018-09-05 112.14 0.2 39
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 46
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Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 47
10 APPENDIX 3 - LAGOON AS-BUILT DRAWING
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 48
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 49
11 APPENDIX 4 – LAGOON TOPOGRAPHIC SURVEY
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 50
Village of Port Clements Issued: 2019-03-19 Sewage Flow Monitoring v2 51
12 APPENDIX 5 - MOE PERMIT AND REPORT
Report Number:066978
File:4864Report Date:September 28, 2017
Dear Village of Port Clements
Village of Port Clements
PO Box 198Port Clements, B.C.V0T 1R0
Re: Warning Letter, Permit, 4864
On July 12, 2017, Ministry of Environment, Environmental Protection Division staff conducted an inspection under
Environmental Management Act (EMA), 4864. The inspection determined that Village of Port Clements is out of compliance
with its Permit 4864, and the section(s) listed below. This Warning Letter lists the compliance verification information
contained below.
Failure to comply with the requirements set out in your Permit is an offence under the Environmental Management Act(EMA). Section 120(6) of EMA states as follows:
120(6) A person who, holding a permit or approval issued to the person under this Act to introduce waste into the
environment, introduces waste into the environment without having complied with the requirements of the permit or
approval commits an offence and is liable on conviction to a fine not exceeding $1 000 000 or imprisonment for not
more than 6 months, or both.
It should also be noted that, as an alternative to prosecution of the offence referenced above, the Ministry may initiate
action to impose an administrative penalty against Village of Port Clements. The Administrative Penalties Regulation
(EMA) (B.C. Reg. 133/2014) (APR) was brought into force in 2014. The APR describes the prescribed provisions of the
EMA as well as that of specified regulations under which administrative penalties can be assigned. Section 12(5) of the
APR states as follows:
12(5) A person who fails to comply with a requirement of a permit or approval issued or given under the Act is liableto an administrative penalty not exceeding $40 000, unless the requirement the person failed to comply with is alsoa prescribed provision of the EMA or the regulations that is subject to a different maximum administrative penalty.
If you fail to take the necessary actions to restore compliance, you may be subject to escalating enforcement action. ThisWarning Letter and the alleged violations and circumstances to which it refers, will form part of the compliance history ofVillage of Port Clements and will be taken into account in the event of future violations.
Finally, I request that Village of Port Clements immediately implement the necessary changes or modifications to correct
the non-compliance(s) with the Environmental Management Act. Further, I request that Village of Port Clements notify this
office in writing by email or letter within 30 days of this letter, advising what corrective measures have been taken, and whatelse is being done, to prevent similar non-compliances in the future.
Inspection Details:
Requirement Description: 1. Authorized Discharges 1.1.31.1.3: The characteristics of this discharge shall not exceed: 5-day Biochemical Oxygendemand 45 mg/L, Total Suspended Solids 60 mg/L
Details/Findings: The permit limits for BOD5 (45 mg/L) and TSS (60 mg/L) were exceeded on May 2015,September 2015, December 2015, April 2016 and December 2016.
Compliance: Out
Ministry of Environment Compliance
EnvironmentalProtection Division
Mailing Address: Telephone:
Facsimile:
Website: www.gov.bc.ca/env
250 751 3100
250 751 31032080-ALabieux RdNanaimo BC V9E 6J9
Actions to be taken: Ensure that the characteristics of this discharge shall not exceed: 5-day Biochemical Oxygendemand 45 mg/L, Total Suspended Solids 60 mg/L. The Permittee identified during the timeof this inspection that this may involve the installation of a baffle curtain and maintenance tothe aeration system. The Permittee has engaged an engineer to assist with the necessaryremediation.
Requirement Description: 1. Authorized Discharges 1.1.41.1.4: The authorized works are the sewage collection system, 0.4 ha. aerated lagoonfacility, 200mm diameter outfall extending 200 metres seaward of the low water mark, andrelated appurtenances approximately located as shown on attached Site Plan A.
Details/Findings: The sewage collection system (see Photo 1), 0.4 ha. aerated lagoon facility (see Photos 2, 3and 4), 200mm diameter outfall extending 200 metres seaward of the low water mark (seePhoto 5 and 6), and related appurtenances were observed to be approximately located asshown on attached Site Plan A.
Compliance: In
Actions to be taken: No action required.
Requirement Description: 2. General Requirements 2.1 Maintenacne of Works and Emergency Procedures2.1: Inspect the pollution control works regularly and maintain them in good working order. Inthe event of an emergency or condition beyond the control of the permittee which preventscontinuing operation of the approved meathod of pollution control, the permittee shallimmediately notify the Regional Waste Manager and take appropriate remedial action.
Details/Findings: The pollution control works have not been maintained in good working order. The aeratorfailed in early May 2017, and has not been operational since then (see Photo 3). ThePermittee has engaged an engineer to assist with remedial action. The protection (concrete)for the outfall piping has eroded and is in need of repair (see Photo 6).
Compliance: Out
Actions to be taken: Inspect the pollution control works regularly and maintain them in good working order.Address deficiencies in aerated lagoon and outfall pipe.
Requirement Description: 2. General Requirements 2.2 Bypasses2.2: The discharge of effluent which has bypassed the designated treatment works isprohibited unless the approval of the Regional waste Manager is obtained and confirmed inwriting.
Details/Findings: Effluent is being discharged after bypassing aeration in the sewage lagoon (aerator is non-functioning). This has led to a deterioration in the quality of the effluent being discharged.
Compliance: Out
Actions to be taken: Address deficiencies in aerator system and ensure the effluent is being treated inaccordance to the authorized treatment works.
Requirement Description: 2. General Requirements 2.4 Posting of Outfall2.4: Erect a sign along the alignment of the outfall above high water mark. The sign shallidentify the nature of works. The sign shall have lettering at least 15 cm high and bear thewords SEWAGE OUTFALL.
Details/Findings: A Sewage Outfall sign was observed to be erected above the high water mark. Due tovegetation, however, this sign is not visible from the water.
Compliance: In
Actions to be taken: It is suggested that the Sign be moved to a position where it is not obscured by vegetation.The sign shall identify the nature of works. The sign shall have lettering at least 15 cm highand bear the words SEWAGE OUTFALL.
Requirement Description: 2. General Requirements 2.5 Outfall Inspection2.5: Conduct an inspection of the outfall line at least once per year. The inspectionprocedure shall be approved by the Regional Waste Manager. Results of the inspectionshall be reported to the Regional Waste Manager within 30 days of completing theinspection.
Ministry of Environment Compliance
EnvironmentalProtection Division
Mailing Address: Telephone:
Facsimile:
Website: www.gov.bc.ca/env
250 751 3100
250 751 31032080-ALabieux RdNanaimo BC V9E 6J9
Details/Findings: The outfall was reported to be last inspected in July 2015. The outfall line was not inspectedin 2016.
Compliance: Out
Actions to be taken: Conduct an inspection of the outfall line at least once per year.
Requirement Description: Sludge Wasting and Disposal2.7: Sludge wasted from the treatment plant shall be disposed of to a site and in a mannerapproved by the Regional Waste Manager.
Details/Findings: The treatment plant has not needed to be de-sludged since 2012.
Compliance: In
Actions to be taken: No action required.
Requirement Description: 3. Monitoring and Reporting Requirements 3.1 Grab Sampling3.1: Install a suitable sampling facility and obtain a grab sample of the effluent once eachquarter. Proper care should be taken in sampling, storing and transporting the samples toadequately control temperature and avoid contamination, breakage, etc.
Details/Findings: Data/sampling is missing from sampling conducted in two quarters in 2016, and in the firstquarter of 2017.
Compliance: Out
Actions to be taken: Obtain a grab sample of the effluent once each quarter.
Requirement Description: 3. Monitoring and Reporting Requirements 3.3 Flow Measurement3.3: Provide and maintain a suitable flow measuring device and record once per month theeffluent volume discharged over a 24 hour period.
Details/Findings: A weir exists at the exit of the lagoon, but the Permittee identified it as being inaccurate forthe purpose of flow measurements.
Compliance: Out
Actions to be taken: Provide and maintain a suitable flow measuring device and record once per month theeffluent volume discharged over a 24 hour period.
Requirement Description: 3. Monitoring and Reporting Requirements 3.4 Reporting3.4: Maintain data of analyses and flow measurements for inspection and submit the data,suitably tabulated, to the Regional Waste Manager for the previous quarter. All reports shallbe submitted within 31 days of the end of the quarter.
Details/Findings: Quarterly Reports have not been received by the Ministry for 2015 or 2016.
Compliance: Out
Actions to be taken: Please submit all annual/quarterly/monthly reports and data submissions to the Ministry’sRoutine Environmental Reporting Submission Mailbox [email protected]. More information about the reporting requirementsmay be found at http://www2.gov.bc.ca/gov/content/environment/waste-management/waste-discharge-authorization/data-and-report-submissions/routine-environmental-reporting-
Ministry of Environment Compliance
EnvironmentalProtection Division
Mailing Address: Telephone:
Facsimile:
Website: www.gov.bc.ca/env
250 751 3100
250 751 31032080-ALabieux RdNanaimo BC V9E 6J9
On July 12, 2017 Officer Alexandra Glavina conducted an on-site inspection of the Village of Port Clements' sewage
treatment facility to verify compliance with Permit PE-4864. This Permit was issued on March 1, 1978 and last amended
on February 18, 1997.
Compliance History:
2017-03-09 - Notice
Please be advised that this inspection report may be published on the provincial website within 7 days.
Please submit all annual/quarterly/monthly reports and data submissions to the Ministry’s Routine Environmental
Reporting Submission Mailbox at [email protected]. More information about the reporting
requirements may be found at http://www2.gov.bc.ca/gov/content/environment/waste-management/waste-discharge-
authorization/data-and-report-submissions/routine-environmental-reporting-submission-mailbox .
Attachments:
1) 2017-07-12 Port Clements PE-4864 Photo Log.pdf 2017-07-12 PortClements Photo Log
Deliver via:
Email: Fax: Mail:
Hand Delivery:Registered Mail:
X
If you have any questions about this letter, please contact the undersigned.
Yours truly,
Neil Bailey
Environmental Protection Officer
cc:
Below are attachments related to this inspection.
DISCLAIMER:Please note that sections of the permit, regulation or code of practice referenced in this inspection record are for guidanceand are not the official version. Please refer to the original permit, regulation or code of practice.
To see the most up to date version of the regulations and codes of practices please visithttp://www.bclaws.ca
If you require a copy of the original permit, please contact the inspector noted on this inspection record or visit:http://www2.gov.bc.ca/gov/topic.page?id=DF89089126D042FD96DF5D8C1D8B1E41&title=Publically%20Viewable%20Authorizations
It is also important to note that this inspection record does not necessarily reflect each requirement or condition of theauthorization therefore compliance is noted only for the requirements or conditions listed in the inspection record.
Ministry of Environment Compliance
EnvironmentalProtection Division
Mailing Address: Telephone:
Facsimile:
Website: www.gov.bc.ca/env
2080-ALabieux RdNanaimo BC V9E 6J9
250 751 3100
250 751 3103
NRIS�Photo�Record� � � � � � � � � pg.�1�of�3� �
Authorization:��PE�4864� Village�of�Port�Clements�
NRIS�IR�#:��66978� 2017�07�12�Site�Inspection�Photos�
�
Photo�1:��Lift�station�on�Jasper�St.���
�
Photo�2:��Gated�entrance�to�lagoon�area,�with�signage�and�fencing���
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NRIS�Photo�Record� � � � � � � � � pg.�2�of�3� �
Authorization:��PE�4864� Village�of�Port�Clements�
NRIS�IR�#:��66978� 2017�07�12�Site�Inspection�Photos�
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Photo�3:��Broken�aerator���
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Photo�4:��Lagoon.���
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NRIS�Photo�Record� � � � � � � � � pg.�3�of�3� �
Authorization:��PE�4864� Village�of�Port�Clements�
NRIS�IR�#:��66978� 2017�07�12�Site�Inspection�Photos�
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Photo�5:��Outfall�line.���
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Photo�6:��Protective�concrete�is�eroding�around�outfall�line.���
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Document : 2017-07-12 Port Clements PE-4864 Photo Log.pdf