2011 SEWAGE TREATMENT PLANT ANNUAL REPORT

Transcription

1 ENVIRONMENTAL DIAGNOSTICS INC SEWAGE TREATMENT PLANT ANNUAL REPORT Prepared for: KICKING HORSE MOUNTAIN SANITARY SEWER SERVICES LTD Avenue SE Calgary, Alberta T2T 0E2 Prepared by: ENVIRONMENTAL DIAGNOSTICS INC. #105, TH Avenue SE Calgary, Alberta T2Z 0H2 Tel: (403) Fax: (403) April 2012 Report # W

2 2011 Sewage Treatment Plant Annual Report TABLE OF CONTENTS Page No. 1.0 INTRODUCTION 1.1 BACKGROUND RESORT CONSTRUCTION AND OCCUPANCY REGISTRATION REQUIREMENTS 2.1 PARAMETERS REGISTRATION LETTER OPERATING CONDITIONS REPORTING REQUIREMENTS SAMPLING FREQUENCY SEWAGE FLOW RECORDS OVERVIEW OF COLUMBIA RIVER SAMPLE RESULTS OVERVIEW OF EFFLUENT RESULTS RESULTS ANALYSIS COMPLIANCE SUMMARY SLUDGE PRODUCTION AND DISPOSAL PLANT IMPROVEMENTS & BYPASS EVENTS ASSESSMENT SUMMARY AUTHORITIZATION AND CLOSING APPENDICES WWTP REGISTRATION NO: 15474

3 2011 Sewage Treatment Plant Annual Report Page 1 of INTRODUCTION 1.1 BACKGROUND The following annual report for the wastewater treatment plant at Kicking Horse Mountain Resort (KHMR) operated by Kicking Horse Mountain Sanitary Sewer Services Ltd. (KHMSSSL) is compiled in accordance with the requirements of the Municipal Sewage Regulation (MSR). This report covers the calendar year The resort is an ongoing development currently consisting of a combination of a single family, multifamily, and rental pool/hotel style facilities. These contribute to the total loading of the site in addition to ski hill use and ancillary services. 1.2 RESORT CONSTRUCTION AND OCCUPANCY The Kicking Horse Mountain Resort is located approximately 13 km from Golden. The sewage treatment plant was constructed in 2000 and is located adjacent to the resort. The treatment USBF technology employed is a modified conventional activated sludge process applying an up-flow sludge blanket filtration clarifier. There are two independent treatment trains that are operated in parallel during the peak season (December to April) and as a single train during the rest of the calendar year. The system incorporates two treatment zones and one clarification zone that are interconnected with the flow been driven by the hydraulic pressure from the influent storage tank pumps. The two treatment zones consist of an Anoxic Zone and Aeration Zone discharging into an effluent clarifier. Each zone is triangular in shape. Two 10 underflow pipes on either side of the clarification zone join in the anoxic and aeration zones together. The aeration zone is connected to the clarifier by a slotted flow trough, approximately 18 above the clarifier bottom and the width of the clarifier wall. Each zone is approximately 15 deep. Effluent clarification is enhanced by an up-flow sludge blanket in the clarifier that serves to filter the solids. Clarified effluent flows over the clarifier weir into a dual micro filtration well, equipped with dual drum screens. Leaving the drum screens, the final effluent enters an open channel Trojan U.V. disinfection system to be discharged through a 4 km long gravity main to the outfall in the Columbia River. Waste activated sludge is normally stored in a thickener for removal by vacuum tanker. In situations where it is not possible to add any more sludge to any already full thickener, the waste activated sludge would be temporarily diverted to the third process train.

4 2011 Sewage Treatment Plant Annual Report Page 2 of REGISTRATION REQUIREMENTS This section describes operating requirements as specified in the Kicking Horse Mountain Resort (KHMR) Registration Letter RE The registration describes parameters that must be tested for, operating conditions, sampling frequency, and sampling locations. 2.1 PARAMETERS The following parameters are to be monitored: ph Temperature Field Sample Field Sample, measured in Celsius Flow Field Samples, measured as m 3 /d BOD 5 TSS NH 3 NO 3 NO 2 Total-P Ortho-P Fecal coliform Enterococci E.Coli Toxicity Bioassay Five day biochemical oxygen demand, measured in mg/l Total suspended solids or non filterable residue, measured in mg/l Ammonia concentration, expressed as nitrogen in mg/l Nitrate concentration, expressed as nitrogen in mg/l Nitrite concentration, expressed as nitrogen in mg/l Total phosphorous concentration, measured in mg/l Orthophosphate concentration, measured in mg/l Bacterial concentration, measured as colony forming units per 100ml Bacterial concentration, measured as colony forming units per 100ml Bacterial concentration, measured as colony forming units per 100ml 96 hour toxicity test, recorded as pass or fail 2.2 REGISTRATION LETTER OPERATING CONDITIONS The treatment plant is required to meet the effluent discharge conditions outlined in Table 1. Table 1 Effluent Limits Parameter Limit Unit Flow 300 m 3 /d BOD 5 45 mg/l TSS 45 mg/l Total-P 1.0 mg/l Ortho-P 0.5 mg/l Fecal Coliforms* 200 CFU/100ml E.Coli* 77 CFU/100ml Enterococci* 20 CFU/100ml Toxicity Bioassay pass n/a *Limit for recreational waters only, not included in RCRI registration letter Sludge is wasted to maintain the mixed liquor suspended solids in a seasonally dependent target range. Excess supernatant is decanted back to the treatment train throughout the year. Kootenay

5 2011 Sewage Treatment Plant Annual Report Page 3 of 17 Pumping Systems Ltd hauls and disposes the sludge at a designated lagoon located south of Golden at GPS coordinates N W. Operators at the plant are required to be certified in accordance with section 22 of the MSR. 2.3 REPORTING REQUIREMENTS An annual report demonstrating the performance of the facility is to be publicly posted on the Internet within 120 days of the end of the calendar year. In addition the report must also include the following: Tabulated results of the Effluent and Environmental Monitoring Data with standards and criteria Interpretation of the monitoring data The total volume discharged over the year Total sludge wasted over the year and its final destination The state of compliance of the treatment facility/process Indicated the percentage of residential development, as defined in the regulation, that contributes to the effluent discharge Any additional relevant information the discharger wishes to provide 2.4 SAMPLING FREQUENCY The MSR Registration requires KHMR and, as such, the contract operator KHMSSSL, to undertake the environmental testing program outlined in Table 2 below. Columbia River testing requires that a minimum of 10 samples annually are taken from each of the upstream, the side channel and downstream river locations, relative to the outfall diffuser. The sampling locations were identified in Masse & Miller Consulting Ltd in their letter dated February 17, Flow data is to be collected continuously. The intent of the environmental testing procedure outlined in Table 2 is to collect weekly samples of effluent during the summer and winter seasons. Commencement of the winter weekly seasonal sampling (weekly samples for a period of 5 weeks) is when the river sampling sites open up and the summer monitoring usually commences during low water flow in the River, usually in September or October. In addition to the program and tests listed above, other in-plant testing is needed to permit operational control of the process.

6 2011 Sewage Treatment Plant Annual Report Page 4 of 17 Parameter Table 2 Sampling Location/Frequency/Type Columbia River Upstream at Bridge Columbia River ~200 d/s of outfall from east shore Location Columbia River d/s of island from west shore ~1km d/s of outfall Columbia River side channel ~350m d/s of outfall Effluent EMS Number E E E E E Winter/Summer Winter/Summer Winter Summer Winter/Summer ph WS/G WS/G WS/G WS/G W Temp WS/G WS/G WS/G WS/G W Flow / / / / W BOD 5 / / / / W TSS WS/G WS/G WS/G WS/G WS/G+Q/G NH 3 -N WS/G WS/G WS/G WS/G WS/G NO 3 -N WS/G WS/G WS/G WS/G WS/G NO 2 -N WS/G WS/G WS/G WS/G WS/G Total-P WS/G WS/G WS/G WS/G WS/G Ortho-P WS/G WS/G WS/G WS/G WS/G Fecal Coliform WS/G WS/G WS/G WS/G WS/G+Q/G Enterococci WS/G WS/G WS/G WS/G WS/G E.Coli WS/G WS/G WS/G WS/G WS/G Toxicity Bioassay / / / / 1/3Y/G N W At sewage Coordinates treatment plant Where: WS Weekly seasonal (weekly samples for a period of 5 weeks) Q Quarterly W Weekly G Grab 1/3Y Once every 3 years

7 2011 Sewage Treatment Plant Annual Report Page 5 of SEWAGE FLOW RECORDS This section provides data and analysis regarding plant effluent flows, and compares 2011 data to previous years. Flow data is continuously monitored at the discharge to the outfall using a flow meter to be recorded on the SCADA system. Operators then transcribe the daily flows into a logbook. No flow data was recorded for September, October, November or December of The total effluent flow for 2011 for the months recorded (Jan to Aug) was 27,771 m 3 /day with an average of 116 m 3 /day. This report relies on effluent flow meter records as they are complete for the entire calendar year, therefore, the actual total flow for the year would be higher than 27,771 m 3 /day. Available monthly total effluent flow meter records for 2011 are provided in Figure 1. Figure 1 Effluent Flow Meter Monthly Flow Totals 7000 Effluent Total Flow (m3/day) Month The ski resort operates with higher winter and late spring sewage flows than during any other period. Larger sewage flows are typically observed during January, February, March, April and December. The average daily plant flow through January to April of 2011 (December was not included as there was no data available for December 2011) was m³ per day, compared to m 3 per day over the same period in Peak flow for the year reached m³/day on March 26, 2011, which is 3% above the allowable limit of 300 m³/day limit. The peak flow is higher than that of 2009 (251.3 m 3 /day) but comparable to that of 2010 (317.6 m 3 /day). The peak flow day occurred during the heavy ski season, which is to be expected. There is currently no method of measuring influent to the treatment plant.

8 2011 Sewage Treatment Plant Annual Report Page 6 of 17 A summary of sewage flow for years 2009 through 2011 is provided in Table 3 and Figures 2 and 3: Year Table Flow Comparisons Sewage Flow (m 3 /day) Total Average Peak Days Over Limit , , , Peak flows in 2009 coincided with weekends, holidays, ski season and summer recreational activities. The highest daily flow was recorded on Feb 15 th at m 3 /day and on December 31 st m 3 /day. At no time was the maximum allowed daily flow exceeded. Peak flows in 2010 coincided with weekends, holidays, ski season and summer recreational activities. The highest daily flow was recorded on New Year s Day at m 3 /day, Feb 14 th at m 3 /day, and on Dec 31 st at m 3 /day. During the third week of July 2010 a lightning strike damaged the level sensors in the wastewater treatment plan resulting in inaccurate measurement of flows. The Ministry of Environment was notified. The operators indicated that during daily monitoring of the system, there was no time when the flows came close to exceeding the permit based on visual observation and process control monitoring. Peak flows in 2011 also coincided with weekends, holidays, ski season and summer recreational activities. The highest daily flow was recorded on a weekend (March 26 th ) at m 3 /day and the second highest peak was observed on New Year s Day at m 3 /day. The daily flow limit was exceeded on both occasions. Daily wastewater flows are strongly correlated to weather and the number of day-users at the resort with the peak ski season having the highest flows. Summer flow results from non-skiing related recreational activities, generally hiking or mountain biking events. The lowest plant flow is experienced in the shoulder season periods (April to June and September to November). There are approximately 25 full time year round residents at the resort. In total, there are currently three lodges, three condominiums and 174 family residences. The breakdown is as follows: Condos 3 Properties 155 rental units 310 rental rooms 951 Bed units Lodge s 3 properties 30 rental rooms 296 Bed units Family residences (both single and multi-family) 174 properties 499 rooms 998 Bed units Figure 2 provides monthly average and peak day sewage flows for January to August 2011.

9 2011 Sewage Treatment Plant Annual Report Page 7 of 17 Figure 2 Average and Peak Sewage Effluent Flow Comparison Graph Average Flow Peak Flow 300 Sewage Flow (m3/day) Year 2011 Figure 3 Total Sewage Effluent Flow Graph: 28,000 27,500 Total Sewage Flow 27,000 26,500 Sewage Flow (m3/day) 26,000 25,500 25,000 24,500 24,000 23, Year

10 2011 Sewage Treatment Plant Annual Report Page 8 of Figure Sewage Effluent Average and Peak Flows by Month Average Maximum Total Flow (m3/day) Month This year, the total effluent discharged was equal to 60.5% of the total water production. at the hill is compared to the amount of effluent discharged at the WWTP in Figure 5. Water use Figure Water Consumption and Sewage Effluent Generation Water Consumption Effluent Discharged Flow (m3/day) Month

11 2011 Sewage Treatment Plant Annual Report Page 9 of OVERVIEW OF COLUMBIA RIVER SAMPLE RESULTS This section provides data and analysis for the Columbia River samples taken during Table 5 provides a summary record of the Columbia River test results for the period April 7, 2011 to September 29, Coliforms, especially Enterococci coliforms, appear to be quite elevated during the summer sampling events in all the sampling locations (up, side and downstream) at the River, especially in the upstream samples. Overall, the analyzed concentrations remain constant between the upstream (UP) sampling zone and the downstream (DN) sampling zone. The data indicates that the plant s effluent appears not to have any adverse effect on background nutrient concentrations in the Columbia River.

12 2011 Sewage Treatment Plant Annual Report Page 10 of 17 Table Columbia River Sample Results Sample Da te ph TSS Fecal Coliform Enterococci E.Coli Ortho-P Total P mg/l NH 3 N-NO 3 N-NO 2 UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN UP SIDE DN # Samples Average Maximum Minimum Note: Shaded squares show tests reported at less than the stated value, for calculations these are listed as to equal to the value stated, eg. <0.05 is now 0.05 UP Upstream SIDE 1 km downstream of outfall from west shore (winter) and river side channel 350 m downstream of outfall (summer) DN Downstream

13 2011 Sewage Treatment Plant Annual Report Page 11 of OVERVIEW OF EFFLUENT RESULTS This section provides data and analysis for the effluent (treated) samples and plant flows for A total of 12 effluent samples were collected and analyzed. Table 7 summarizes effluent test results for Table Effluent Results 2011 Effluent Results Summary Date Flow Temp ph TSS BOD Coliforms Enterococci E.Coli P-OP04 Total P NH 3 -N NO 3 -N NO 2 -N m 3 /d C mg/l mg/l cfu/100ml cfu/100ml cfu/100ml mg/l mg/l mg/l mg/l mg/l n/a < # Samples Average High Low Limit 300 N/A N/A N/A N/A N/A # Over Limit 0 N/A N/A N/A N/A N/A Notes: 1. Shaded squares show tests reported at less than the stated value, for calculations these are listed as equal to the value stated, ie. <0.05 is assumed to be Geometric mean is used to coliform results

14 2011 Sewage Treatment Plant Annual Report Page 12 of RESULTS ANALYSIS The average BOD in the effluent was 8.0 mg/l, which is comparable to the previous years. TSS samples averaged 7.62 mg/l with a maximum concentration of 7.93 mg/l occurring in September. There were no exceedances for BOD or TSS during Influent generally has elevated BOD and TSS levels and although there are no influent results for BOD 5 or TSS, based on the low levels measured in the effluent, it suggests the plant provides very good BOD and TSS treatment. Generally, the bacteriological results were low; however, there were a couple of instances with elevated fecal coliforms (Feb 21 at 23 cfu/100ml) and enterococci (Sept 8 at 300 cfu/100ml). There were no exceedances for fecal coliforms or e.coli during 2011; however, there was one exceedance for enterococci on Sept 8 th. Although the Columbia River samples occasionally show coliforms in the downstream samples higher than those of the upstream samples, the results are low and indicated no measurable impact of the effluent discharge on the river. Also, there were several instances where the coliforms were higher in the upstream samples than in the downstream samples. During 2009 and 2010, the bacteriological results were consistently low. Effluent ammonia concentrations appear generally higher during the winter sampling events than during the summer sampling events. The elevated ammonia correlates to the high use periods at the resort. Whether the ammonia levels are elevated in the effluent or not, there is no evidence of elevated ammonia levels in the Columbia River as a result of discharge from the treatment plant. The results for ammonia nitrogen followed the same pattern in 2010 (elevated in the winter and low in the summer) but not in All the results were low for both winter and summer in The bioassay toxicity tests show that plant effluent as toxic during the May 2 sampling event. It was assumed the failure was due to elevated ammonia concentrations. The non-compliance was reported to the Ministry. Another sample was collected n August 25 th and the results were found to be nontoxic. The results of these tests are shown below in table 8. Table 8 Toxicity Test Results Sample Date Result 2011/05/02 Fail 2011/08/25 Pass Only one sample out of ten for total phosphorus was above MSR discharge limits. Ortho-phosphorus was within limits in all cases. In 2009 and 2010, there were no exceedances for total phosphorus or ortho-phosphorus. Nitrate and nitrite results generally low with one instance where nitrate was slightly elevated (17.9 mg/l). The results for both nitrate and nitrite were consistent with previous years.

15 2011 Sewage Treatment Plant Annual Report Page 13 of COMPLIANCE SUMMARY Table 9 summarizes the number of days that samples exceeded MSR effluent requirements. Table MSR Parameter Compliance Parameter Unit MSR Limit No. Of Samples Average Value Max. Value Samples Over Limit Flow m 3 /day BOD 5 mg/l TSS mg/l Total Phosphorous mg/l Ortho Phosphate mg/l Fecal Coliforms cfu/100ml Enterococci cfu/100ml E.Coli cfu/100ml hr LC 50 Bioassay / Non-toxic 2 / / 1 Both non-compliances for flow were reported to the Ministry of Environment (MOE). The January 1 non-compliance event occurred before the buffering solution was installed while the March 26 th noncompliance was an over-site by the plant operator. The toxicity LC50 test failed for the sample collected on May 2 nd. The failure was likely due to high ammonia concentrations. The failure was reported late to the MOE and the MOE issued a warning letter. A second sample was collected on August 25 which passed.

16 2011 Sewage Treatment Plant Annual Report Page 14 of SLUDGE PRODUCTION AND DISPOSAL This section provides data regarding the disposal of bio-solids (sludge) from the treatment facility in Sludge is wasted to maintain the mixed liquor suspended solids in a seasonally dependent target range. Excess supernatant is decanted back to the treatment train throughout the year. Kootenay Pumping Systems Ltd hauls and disposes the sludge at a designated lagoon located south of Golden at GPS coordinates N W. Hauling data for pumped solids are in Table 10. Table Pumped Solids Data Month Vol. Pumped (m³) January 28.4 February 47.3 March 37.8 April 18.9 May June 18.9 July 9.5 August 9.5 September 37.8 October 0 November 47.3 December 18.9 Total The large spike seen in May is when the large sludge storage tank was pumped out. The sludge in the large storage tank was actually generated over the winter.

17 2011 Sewage Treatment Plant Annual Report Page 15 of PLANT IMPROVEMENTS & BYPASS EVENTS Plumbing and pumps required for buffering influent during high flow days (typically weekends in February) were installed in mid January. This solution allowed the operators to buffer influent into the empty concrete tank (future site of bio reactor 2). The influent is then transferred back to the EQ tank when flows subside on the weekdays. The buffering took place on the busy weekends in February (Family Day weekend Feb 19-21), which is historically the highest flow day. Since the influent buffering was initiated, there was one day with an effluent flow exceedance in March, which was due to operator error. Influent buffering was utilized during busy days in April for treatment on slower weekdays. There were no bypass events for Proposed improvements: o Better method of sludge disposal. Rather than pumping, Bagger, Beltpress, and centrifuge being investigated o Investigating improvement to the headworks i.e. replace current screen with Auger Monster or similar, influent meter and replumbing to use extra vacant tank as a EQ tank.

18 2011 Sewage Treatment Plant Annual Report Page 16 of ASSESSMENT SUMMARY The plant has produced high quality effluent with BOD 5 normally below the regulated limit of 45 mg/l and typically around <8.0 mg/l. TSS averaged approximately 7.62 mg/l with no instances of violating MSR limits. Coliform and ammonia results indicate that the plant functioned well in 2011 as there was no apparent impact on the Columbia River from with coliforms or ammonia. Ammonia levels in the effluent in the winter sampling events were noticeably higher than in the summer sampling events, which was consistent with the results from In 2009, the ammonia results were consistently low Only one sample out of ten for total phosphorus was above MSR discharge limits. Ortho-phosphorus was within limits in all cases. Nitrate and nitrite results generally low with one instance where nitrate was slightly elevated. There were two non compliances for flow with one on Jan 1 st and one on March 26 th. Both noncompliances for flow were reported to the MOE. The January 1 non-compliance event occurred before the buffering solution was installed while the March 26 th non-compliance was an over-site by the plant operator. The toxicity LC50 test failed for the sample collected on May 2 nd. The failure was likely due to high ammonia concentrations. The failure was reported late to the MOE and the MOE issued a warning letter. A second sample was collected on August 25 which passed. Major new residential or hotel developments are not anticipated until 2013 at the earliest, though the resort is expected to see moderate growth over the next year with a projected peak flow that may reach the rated capacity of the plant in a near future. The discharge flow limit may need to be raised to account for the proposed growth though the effect of the infiltration reduction program has reduced peak flows and may continue to reduce average flows. KHMSSSL will continue to monitor flow and assess the need for any registration amendment.

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