Liquid Waste Management Plan Process

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TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION ...... ES-1 2.0 COMMUNITY PROFILE ...... ES-3 3.0 EXISTING SEWAGE SYSTEM ...... ES-4

3.1 ON-SITE SEWAGE SYSTEMS ...... ES-4

3.2 COMMUNITY SEWAGE SYSTEM ...... ES-4 4.0 DEFINING THE PROBLEMS ...... ES-5

4.1 REGULATORY PATHWAY ...... ES-5

4.2 UNSEWERED AREAS ...... ES-5

4.3 EXPANSION OF SERVICES/BOUNDARY ...... ES-5

4.4 FLOWS ...... ES-6 4.4.1 Inflow and Infiltration (I/I) ...... es-6

4.5 SEWER SYSTEM CAPACITY – COLLECTION ...... ES-7

4.6 SEWER SYSTEM CAPACITY – TREATMENT ...... ES-7

4.7 SEWER SYSTEM CAPACITY – DISCHARGE ...... ES-8

4.8 EFFLUENT CRITERIA – RI BASINS ...... ES-8

4.9 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... ES-8 4.9.1 Aquatic Toxicity ...... ES-9

4.10 SEPTAGE ...... ES-9

4.11 SLUDGE/BIOSOLIDS ...... ES-9

4.12 SEWER BY-LAW ...... ES-10 5.0 RESPONSES TO THE PROBLEMS ...... ES-11

5.1 REGULATORY PATHWAY ...... ES-11

5.2 UNSEWERED AREAS ...... ES-11

5.3 EXPANSION OF SERVICES/BOUNDARY ...... ES-11

5.4 FLOWS ...... ES-11 5.4.1 Flow Criteria ...... ES-11 5.4.2 Flow Reduction Through the Management of Releases ...... ES-12 5.4.3 Flow Reduction Through the Implementation of Public Programs ...... ES-13

5.5 SEWER SYSTEM CAPACITY – COLLECTION ...... ES-13

5.6 SEWER SYSTEM CAPACITY – TREATMENT ...... ES-13

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5.7 SEWER SYSTEM CAPACITY – DISCHARGE ...... ES-14

5.8 EFFLUENT CRITERIA – RI BASINS ...... ES-14

5.9 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... ES-15 5.9.1 Periodic Direct River Discharge ...... ES-15 5.9.2 Convert to Direct River Discharge...... ES-16

5.10 SEPTAGE ...... ES-17

5.11 SLUDGE/BIOSOLIDS ...... ES-17

5.12 SEWER BY-LAW ...... ES-18 6.0 RECOMMENDATIONS ...... ES-19

6.1 REGULATORY PATHWAY ...... ES-19

6.2 UNSEWERED AREAS ...... ES-19

6.3 EXPANSION OF SERVICES/BOUNDARY ...... ES-19

6.4 FLOWS ...... ES-19

6.5 SEWER SYSTEM CAPACITY – COLLECTION ...... ES-20

6.6 SEWER SYSTEM CAPACITY – TREATMENT ...... ES-20

6.7 SEWER SYSTEM CAPACITY – DISCHARGE ...... ES-20

6.8 EFFLUENT CRITERIA – RI BASINS ...... ES-20

6.9 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... ES-20

6.10 SEPTAGE ...... ES-21

6.11 SLUDGE/BIOSOLIDS ...... ES-21

6.12 SEWER BY-LAW ...... ES-21 7.0 STAGE 2 ACTIVITIES ...... ES-22

MAIN REPORT

1.0 OVERVIEW TO THE LIQUID WASTE MANAGEMENT PLAN PROCESS ...... 1

1.1 PURPOSE AND SCOPE OF A LIQUID WASTE MANAGEMENT PLAN ...... 1

1.2 A PROBLEM-SOLVING APPROACH ...... 1

1.3 LIQUID WASTE MANAGEMENT PLAN GUIDELINES ...... 2

1.4 COMMUNITY DIALOGUE PROGRAM ...... 2

1.5 LIQUID WASTE MANAGEMENT PLAN – STAGE 1 ...... 3 2.0 OVERVIEW TO THE CITY OF FERNIE AND ITS LWMP PROCESS ...... 4

2.1 CONTEXT FOR THE CITY OF FERNIE ...... 4

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2.2 OVERVIEW TO THE CITY OF FERNIE ...... 4

2.3 COMMUNITY DIALOGUE PROGRAM ...... 6 2.3.1 Communications Plan ...... 6 2.3.2 Committee Summary ...... 6 2.3.3 Public Input – Committee Representation ...... 7 2.3.4 Public Consultation ...... 8

2.4 BACKGROUND STUDIES ...... 8 2.4.1 Miscellaneous Older Reports ...... 9 2.4.2 Mar-Tech Reports (January, 1980 and January 1981) ...... 10 2.4.3 Sanitary Sewer Flow Study (June, 2002) ...... 11 2.4.4 North Annex Drainage Study (February, 2003) ...... 12 2.4.5 Railway Avenue Drainage Study (October, 2003) ...... 13 2.4.6 Sewage Treatment Plant Assessment (September, 2004) ...... 13 2.4.7 Environmental Impact Study (July, 2006) ...... 14 2.4.8 Sewer System Information and Literature Review (October, 2008) ...... 14

2.5 OBJECTIVES OF STAGE 1 OF THE LIQUID WASTE MANAGEMENT PLAN ...... 16 3.0 COMMUNITY PROFILE ...... 17

3.1 OFFICIAL COMMUNITY PLAN ...... 17

3.2 COMMUNITY OVERVIEW ...... 17

3.3 POPULATION ESTIMATES AND GROWTH PROJECTIONS ...... 20

3.4 GROWTH OUTSIDE THE CITY BOUNDARY ...... 22

3.5 POPULATION SUMMARY ...... 23 4.0 EXISTING SEWAGE SYSTEM ...... 24

4.1 ON-SITE SEWAGE SYSTEMS ...... 24

4.2 COMMUNITY SEWAGE SYSTEM ...... 24 4.2.1 Ministry of Environment Permit ...... 24

4.3 COLLECTION ...... 26 4.3.1 Treatment ...... 28 4.3.2 Sewage Treatment Processes ...... 32 4.3.3 Effluent Discharge ...... 34 4.3.4 Monitoring Requirements ...... 38 4.3.5 Sludge/Biosolids ...... 40 4.3.6 Septage ...... 40

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5.0 DEFINING THE PROBLEMS ...... 41

5.1 INTRODUCTION ...... 41

5.2 REGULATORY PATHWAY ...... 41

5.3 UNSEWERED AREAS ...... 42

5.4 EXPANSION OF SERVICES/BOUNDARY ...... 42

5.5 FLOWS ...... 44 5.5.1 Flows Received at the Sewage Treatment Plant ...... 44 5.5.2 Flow Reduction ...... 48 5.5.3 Infiltration/Inflow ...... 49

5.6 SEWER SYSTEM CAPACITY – COLLECTION ...... 56

5.7 SEWER SYSTEM CAPACITY – TREATMENT ...... 57

5.8 SEWER SYSTEM CAPACITY – DISCHARGE ...... 59

5.9 EFFLUENT CRITERIA – RI BASINS ...... 59

5.10 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... 61 5.10.1 Aquatic Toxicity ...... 65

5.11 SEPTAGE ...... 68

5.12 SLUDGE/BIOSOLIDS ...... 68

5.13 SEWER BY-LAW ...... 69 6.0 RESPONSES TO THE PROBLEMS ...... 70

6.1 REGULATORY PATHWAY ...... 70

6.2 UNSEWERED AREAS ...... 70

6.3 EXPANSION OF SERVICES/BOUNDARY ...... 70

6.4 FLOWS ...... 71 6.4.1 Flow Criteria ...... 71 6.4.2 Flow Reduction Through the Management of Releases ...... 71 6.4.3 Flow Reduction Through the Implementation of Public Programs ...... 74

6.5 SEWER SYSTEM CAPACITY – COLLECTION ...... 75

6.6 SEWER SYSTEM CAPACITY – TREATMENT ...... 75

6.7 SEWER SYSTEM CAPACITY – DISCHARGE ...... 75

6.8 EFFLUENT CRITERIA – RI BASINS ...... 76

6.9 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... 79 6.9.1 Periodic Direct River Discharge ...... 80 6.9.2 Convert to Direct River Discharge...... 80

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6.10 SEPTAGE ...... 81

6.11 SLUDGE/BIOSOLIDS ...... 82

6.12 SEWER BY-LAW ...... 82 7.0 RECOMMENDATIONS ...... 83

7.1 REGULATORY PATHWAY ...... 83

7.2 UNSEWERED AREAS ...... 83

7.3 EXPANSION OF SERVICES/BOUNDARY ...... 83

7.4 FLOWS ...... 83

7.5 SEWER SYSTEM CAPACITY – COLLECTION ...... 84

7.6 SEWER SYSTEM CAPACITY – TREATMENT ...... 84

7.7 SEWER SYSTEM CAPACITY – DISCHARGE ...... 84

7.8 EFFLUENT CRITERIA – RI BASINS ...... 84

7.9 EFFLUENT CRITERIA – DIRECT RIVER DISCHARGE ...... 84

7.10 SEPTAGE ...... 85

7.11 SLUDGE/BIOSOLIDS ...... 85

7.12 SEWER BY-LAW ...... 85 8.0 STAGE 2 ACTIVITIES ...... 86

APPENDICES

Appendix A Communications Plan Appendix B Meeting Minutes Appendix C Public Consultation Process Appendix D Environmental Impact Study – Discharge to RI Basins Appendix E Existing Permit Appendix F Flow Summary

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EXECUTIVE SUMMARY

1.0 INTRODUCTION

The purpose of a Liquid Waste Management Plan (LWMP) is to establish direction for the safe and environmentally sustainable treatment and discharge of municipal wastewater (sewage). In particular, a LWMP will identify issues and concerns, provide potential solutions and select the preferred solution. Public participation is a key component of a LWMP.

A LWMP is a problem-solving, planning process, aimed at coming up with practical solutions that will work and are tailored to local conditions. A LWMP is carried out in three stages as follows:

Stage 1 - Problem definition, identify options.

Stage 2 - Develop and evaluate the preferred options, prepare implementation strategy.

Stage 3 - Plan approval process, leading to final approval by the Minister of Environment.

One of the key components of the LWMP process is to obtain input from the public and review agencies through each stage of the process. This community dialogue includes the formation of the following three committees to solicit input and feedback on formulation of the plan:

Steering Committee: Provides overall direction and includes representation from the community’s political leaders and senior staff.

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have resulted in the need for significant upgrades to be completed, and this would not address the other issues which the City was facing. Discussions with the BC Ministry of Environment (BC MoE) indicated that the optimal approach would be the completion of a LWMP. This would allow the development of a community-specific solution, and would recognise the influence of inflow and infiltration on the sanitary sewer system.

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2.0 COMMUNITY PROFILE

West Fernie is a small unincorporated community located adjacent to the City boundary. It is planned that this community will be incorporated in the future. The population of West Fernie is estimated to be 460, but growth is expected in the future once the requirement for on-site sewage systems are replaced with connections to the City’s sewer system. For the purpose of population estimates, it has been assumed that 140 additional lots will be developed over the next 20 years, with the average number of residents for each new lot being 2.4. Therefore in 20 years, the population estimate is:

 Permanent population, including West Fernie: 5,558

 Shadow population: 1,785

 Total population: 7,343

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3.0 EXISTING SEWAGE SYSTEM

3.1 On-Site Sewage Systems

There are 11 properties within the City boundary that are not connected to the centralised sewer system, but use individual on-site system which consist of a septic tank and disposal field. The properties within the Castle Mountain area are large rural lots; the properties in the Ghostrider area are commercial in nature. All other residences and commercial properties are served by City sewer.

3.2 Community Sewage System

The City’s community sewage system consists of the following components:

 A collection system with one main lift station and several minor lift stations, and provisions for flow measurement

 A bar screen

 One complete mix aerated lagoon

 Two aerated lagoons (in 2009, aeration is to be added to the new lagoon)

 One facultative lagoon

 Four rapid infiltration (RI) basins for the primary route of effluent discharge

 An outfall to the Elk River, for use during periods of high groundwater when the RI basins are unable to operate at normal design capacity.

Upgrades to the sewage treatment plant are currently underway, and include upgrades to the Main Lift Station, upgrades to the flow measurements at the Main Lift Station, new lagoons and additional aeration, modifications to the rapid infiltration basins and the addition of blowers and an electrical building. These upgrades will be completed in 2009.

The City’s treatment and discharge works are governed by Permit PE-08182 issued by the BC Ministry of Environment, which was last updated on December 12th, 1994.

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4.0 DEFINING THE PROBLEMS

4.1 Regulatory Pathway

The permit is now out of date, as it does not incorporate the recent upgrades. The permit cannot be amended, as the upgrades which have been completed are too extensive. If a permit cannot be amended, a community has two options: registration under the Municipal Sewage Regulation (MSR) or the completion of a LWMP. For registration under the MSR, all conditions of the regulation must be met, and the discharger must complete an environmental impact study to determine effluent criteria and address health and environmental concerns. Without completing extensive additional construction at the sewage treatment plant, it is known that the City will be unable to meet the requirements of the MSR with respect to sub-surface travel time to the property boundary, high flows as a result of inflow and infiltration (I/I) and effluent discharge requirements to the Elk River.

A Liquid Waste Management Plan takes precedence over the MSR. The development of a Liquid Waste Management Plan will help the City to develop a site-specific strategy which can be implemented in phases. This customised strategy is intended to protect public health and the environment. There is also the need to consider the recently published Canada-wide Municipal Wastewater Strategy, which will form the basis of a regulation under the Federal Fisheries Act. This Strategy applies to discharges to a surface water, which may not be relevant for the City of Fernie.

4.2 Unsewered Areas

There are no significant concerns with the unsewered properties within the City of Fernie boundary. The number of properties is limited to 11 and they are all located on large lots, with no indication of concerns with the integrity of these systems. However, it is the intent for these properties to be eventually connected to the City sewer. Once these lots are connected to the City sewer, they will contribute additional flow to the system.

4.3 Expansion of Services/Boundary

Although the City’s statistics indicate a decline in permanent residents, this does not necessarily translate to a decrease in the sewage production, due to the influence of secondary and temporary residences in the area. In addition, the City is considering future annexation options and the potential for accepting sewage from non-incorporated areas. The community of West Fernie is the largest area which may be incorporated into the City in the future, and there are existing concerns with the integrity of the on-site sewer systems for this community. It is expected that the incorporation of West Fernie into the City boundary, followed by connection to City sewer will result in the sub-division of lots which are currently

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not able to sustain development through additional on-site sewer systems. Therefore, although growth is currently limited in West Fernie, this may not be the case in the future.

4.4 Flows

Under the conditions of the permit, the average annual discharge allowed is 4,500 m3/d with a maximum discharge of 13,600 m3/d. This maximum is in recognition of the inflow and infiltration which is received at the sewage treatment plant. In recent years, the maximum and average flow requirements have both been exceeded.

The flow and population data indicate that the current per capita usage is 747 L/person/day for average dry weather flow conditions and 3,448 L/person/day for maximum daily flows. These projected usages are very high for a community. The maximum day flows indicate that the per capita flows increase by 4.5 times that experienced during dry weather conditions. The MSR indicates that the maximum average daily flow during a storm or snowmelt event must not exceed 2.0 times the average dry weather flow. The per capita flows for the City of Fernie are high, compared with other communities. This elevated flow is likely due to inflow and infiltration, which increases in volume during periods of rain, snow melt or high groundwater conditions. The elevated flows will impact the City’s sanitary collection system, treatment and effluent discharge.

The 20 year flows have been estimated on the following assumptions:

 West Fernie is connected to sewer and experiences some development as a result of the sub-dividing of larger lots.

 There are no changes in the per capita flows calculated for dry weather conditions.

 There is no corresponding increase in the maximum day flow as a result of new connections being installed in a manner which will not increase the rate of I/I.

Based on these assumptions, it is estimated that in 20 years, the average dry weather flow will be approximately 5,400 m3/d, with the maximum day flow in the order of 21,000 m3/d.

4.4.1 Inflow and Infiltration (I/I)

Much of the City of Fernie’s sewer collection system is located in the lower-lying areas, and is likely to be under the influence of groundwater. Groundwater elevations are influenced by a number of factors including high river flows, mountain snow/run-off, storm/melt events, the spring freshet and underlying impermeable clays. The City has long known that I/I plays a significant role in influencing the flows

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received at the sewage treatment plant. The I/I events are closely associated with precipitation and snow melt. As a result, there have been much work studies completed in order to manage the I/I within the City of Fernie. This work commenced in 1978 and is still on-going.

Although the City has reduced much of the known inflow to the system, the extent of I/I during critical periods remains extremely high. Based on the remediative work which has been undertaken by the City to reduce inflow, until recently it was assumed that the high flows were mainly as a result of infiltration with the events during the winter months being shorter in duration and the summer events being over longer periods. However, a review of the flow monitoring data from 2008 has indicated that inflow may still be problematic for the City of Fernie. The high flow events are problematic to the sewer system, including negative impacts on the biological treatment processes and the hydraulic overloading of the plant and the RI basins. There is the need to address these high flows.

4.5 Sewer System Capacity – Collection

From the information which has been reviewed, there is no indication that there are concerns with the capacity of the sanitary sewer collection system. The City has an existing program whereby any proposed additional flows through new development are modelled to predict the impact on the existing system. This assists the City in deciding actions that are needed to ensure that the collection system remains effective. Although there are no concerns with the capacity of the collection system, the high I/I indicates that this system is leaking. The periods of high flows will also increase the risk that an overflow event may occur, which could result in members of the public coming into direct contact with raw sewage or a release of raw sewage into the Elk River. Any system capacity which is being used for I/I will detract from capacity which is available for future growth and development within the area which is served by the City.

4.6 Sewer System Capacity – Treatment

There are no data available on the performance of the upgraded sewage treatment plant, due to the timing of the completion of these upgrades. The historical effluent data indicate that a good quality was being achieved for both total suspended solids (TSS) and 5 day biochemical oxygen demand (BOD5). Prior to the upgrades, both of these parameters were in consistent compliance with the permit requirements. As the upgrades accommodate both TSS and BOD5 reduction, there is no concern that the effluent concentrations will be of concern once the upgrades are complete.

Pathogens and nutrients are not regulated under the permit. As disinfection is not practiced, there can be elevated concentrations of faecal bacteria in the effluent, although the data indicate that there is a natural die-off of faecal bacteria during the sewage treatment plant process. Nitrogen and phosphorus

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are not regulated as part of the permit, and there is no consistent reduction in these parameters during the sewage treatment process.

4.7 Sewer System Capacity – Discharge

The City has two methods of effluent release: discharge to ground via rapid infiltration basins and a discharge to the Elk River. The original intent was for the RI basins to be used as the standard method of effluent discharge with the Elk River outfall only to be used on rare occasions. However, under conditions of high river levels or groundwater, the capacity of the RI basins is reduced. The discharge rate via the RI is also impacted during periods of I/I, when the incoming flows exceed the infiltration capacity. Since 1995, discharge to the Elk River has been required for approximately 30 to 50 days each year. The City currently has no ability to measure the flows discharged to the Elk River, so the actual flows which are discharged through the outfall are unknown.

4.8 Effluent Criteria – RI Basins

The standard discharge from the City of Fernie sewage treatment plant is to ground via the rapid infiltration basins. Data from the effluent monitoring wells indicate that the effluent is measurable in the groundwater, but that the concentrations decrease with an increase in distance from the RI basins. This is typical for a ground discharge system, with the decrease in concentrations likely to be a factor of dilution, dispersion with some reduction through the interaction with soils or biological uptake.

4.9 Effluent Criteria – Direct River Discharge

Under conditions of reduced infiltration capacity as a result of high ground or surface water conditions, the City of Fernie is permitted to discharge effluent directly to the Elk River, by-passing the rapid infiltration basins. During these events, the river is monitored upstream and downstream of the point of discharge. There can be an increase in concentrations at the monitoring location downstream of the point of discharge. A measurable change between the upstream and downstream sites does not necessarily translate to a detrimental impact. This may be particularly the case if a direct river discharge occurs under a storm or flood event. However, the current outfall will result in poor mixing between the effluent and the river, which will contribute to the times when increased concentrations are observed at the downstream monitoring site. Calculations based on the river flows at the time of discharge have indicated that the change in concentrations for these parameters was likely to be immeasurable if adequate mixing between the river and effluent was achieved.

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4.9.1 Aquatic Toxicity

For the City’s effluent, the primary concern for acute aquatic toxicity would relate to ammonia. This is the case for sewage lagoons that receive domestic sewage and do not use chlorine for disinfection. Therefore, the potential for toxicity impacts in the Elk River focused solely on the acute response to ammonia. The acute toxicity of ammonia is related to pH, with the toxicity increasing as the pH increases. Lagoon systems are often subject to high effluent pH values due to the activity of algae.

The effluent toxicity data for the City of Fernie indicate that there has been no failure of the LC50 96 hour rainbow trout bioassay for this discharge. The risk of acute ammonia toxicity can also be calculated using a methodology which was developed by Environment Canada. The application of this calculation for the City of Fernie indicated that although the ammonia concentration can be close to the calculated toxic threshold for the measured pH concentrations, there were no instances when the effluent ammonia concentration would have been classed as acutely toxic. This risk could be lowered further with the recent upgrades.

Ammonia toxicity has been addressed as part of the Canada-wide Municipal Wastewater Strategy. The document will become the framework for a federal regulation under the Federal Fisheries Act, which will address all surface water discharges from sewage treatment plants in Canada. However, it is currently unclear whether the City of Fernie will need to comply with this future regulation, due to the periodic nature of the discharge to the Elk River. If compliance is needed, both acute and chronic toxicity will need to be assessed, and along with improved mixing between the effluent and the Elk River.

4.10 Septage

Any trucked wastes which would be received by the City of Fernie would originate mainly from outside the City jurisdiction. There is no policy, based on the capacity of the sewage system, which will enable the City to make appropriate decisions in the future regarding the receipt of trucked wastes. The cost of such a service is also unknown, as it is important to ensure that the City tax payers are not subsidizing non-City residents. At present there are no septage receiving facilities at the sewage treatment plant.

4.11 Sludge/Biosolids

The sludge/biosolids which are produced at the sewage treatment plant accumulate slowly in the lagoons over a prolonged period of time. In this type of system, it is quite normal for desludging to only be required once every 15 to 20 years, and desludging should now be undertaken as part of the upgrades which are currently being completed. There is no management pathway for the desludging activities, including the estimation of volumes, timing and costs.

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4.12 Sewer By-Law

The City of Fernie has a Consolidated Sewer Connection and User Charge By-law (By-law No. 1593). This by-law provides for the imposition of charges against the owner or occupier of real property for the connection to and use of the City’s sanitary sewage collection and treatment process. The by-law was last updated in February 2002, with the focus being on user charges. There are no restrictions in the by- law with regards to discharge volume or quality.

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5.0 RESPONSES TO THE PROBLEMS

5.1 Regulatory Pathway

The City will complete an LWMP which will address the management of I/I and solve the legal issues with regard to the MSR. The LWMP will develop an approach for the City of Fernie which will not result in public health or environmental concerns, and will recognise the implications of the Canada-wide Municipal Wastewater Strategy, where applicable.

5.2 Unsewered Areas

To date, there have been no complaints regarding the integrity of the on-site sewer systems for the few properties that are within the City boundary but are not connected to the community sewer system. These lots will be connected to City sewer, and the City needs to ensure that capacity for these future connections is already allocated within the system. There is no timeline set for the connections to occur and, unless problems are experienced with the integrity of these systems, it is expected that the timing of the connections will be based on the development of the lot or the adjacent properties. There is no intent from the City to encourage future development that is served by on-site sewer systems.

5.3 Expansion of Services/Boundary

Three areas have been identified as potentially being served by City sewer in the future: a newly incorporated but undeveloped area located to the south west, West Fernie, a developed area which is already served by City water and an area to the immediate north of the City which consists of large developed lots. Given the situation at West Fernie, it is reasonable to assume that this area will be connected to the City sewer in the future. The City is committed to managing the sewage that is produced from any new development within the City boundary. However, the City does experience high flows which are related to I/I rather than sewage flows. These high flows result in capacity, treatment and discharge concerns.

Therefore, the City needs to accommodate for future growth, both within and outside of the existing boundary. Estimates of the projected flows from the undeveloped areas are required to ensure that this capacity is built into the sanitary sewer system.

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 Flow projections based on 747 L/capita/day;

 A permanent community growth of 0.63%;

 A shadow community growth of 0.63%, assuming 50% occupancy of 4 people/home;

 Incorporation of the flows from West Fernie, assuming that an additional 140 lots are developed over the 20 year period.

 All future connections will be conducted in a manner which will not result in an increase in I/I.

5.4.2 Flow Reduction Through the Management of Releases

Flow reduction through the management of inflow and infiltration has been a leading initiative with the City of Fernie since the late 1970’s. In 1978, the problem with inflow was fully identified and resulted in the City implementing a program by which all roof leaders would be disconnected from the sanitary sewer. This program has been very successful and there are only a few remaining properties in the Maintown/Annex areas that are still connected to the sanitary system. The City is now focusing on the reduction of infiltration and the identification of other sources of inflow. The approach to managing I/I needs to be systematic and sustained in order to address the following issues:

 Identifying defects in the City system;

 Repairing defects in the City system;

 Co-incidentally identifying sources of I/I emanating from private property;

 Documenting each of the above.

The program to manage and reduce I/I needs to be continued into the future. There City must get its “house in order” before focusing on private properties. This approach has a good public perception and is a good basis for moving forward with an I/I program onto lands which affect private properties. Once the City’s house is in order, the next stage would be to elicit voluntary participation (in known I/I source locations) in a defect identification and repair program on private property. Council would need to establish policies with respect to testing and repair costs.

In addition to I/I, the City is aware of other situations where sources of “clean” water could be discharged. Existing discharges would include the condensate from gas furnaces or swamp coolers. Potential future discharges include the release from open loop geothermal units. The release from an open loop geothermal system would largely consist of clean water with a very low concentration of contaminants. The volume of discharge would be different in each case, being a factor of the type of

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system and the size of the property. Concerns have already been raised by the City regarding allowing such releases. Based on these concerns, the focus for the City is not to accept any discharges which consist primarily of “clean” water. This includes the discharges from open loop geothermal units. It is important that the City does not commit to further inputs to the sewage system without ensuring that there is capacity available and that the new inputs will not increase the I/I issue or increase the frequency and duration of direct river discharge.

5.4.3 Flow Reduction Through the Implementation of Public Programs

The Provincial government is promoting in-home water reduction for two primary reasons - first, it reduces the water supply requirements and second, it reduces the amount of wastewater that needs to be treated and disposed. It is common now for municipalities to outline their water conservation measures in applications for infrastructure grants. The implementation of such programs and a demonstration of a reduction in water usage/wastewater production is one of the considerations when awarding funding requests.

The City of Fernie has started to implement water conservation measures through addressing water uses and wastewater production within the City buildings and practices, promoting commercial water meters and amending the building by-law. The City needs to ensure that its own house is in order before looking to further measures being implemented by members of the public. However, the City also recognises the need to move forward with water conservation and flow reduction programs throughout the community. The per capita flow can be reduced over time through implementation of an "in the home" water conservation program. An "in the home" program should include a public education component which explains how much water is used by each fixture in the home and how changes can be made to reduce their contribution. In addition, prescriptive aspects could be included such as all new construction (including businesses) and retro-fits requiring a building permit to use ultra-low flush toilets.

5.5 Sewer System Capacity – Collection

The capacity of the collection system and risks associated with overflows are both a factor of I/I. There are no additional responses required for the collection system.

5.6 Sewer System Capacity – Treatment

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the upgrades are still being completed, there are no data relating to the effluent quality with all the treatment processes in place. Monitoring will be required to establish process performance once the upgrades are complete.

5.7 Sewer System Capacity – Discharge

The capacity of the RI basins is affected by seasonal environment factors, but was increased during the recent upgrades to the sewage treatment plant (additional infiltration area and increased storage capacity). These upgrades will serve to further reduce the need for direct river discharge during high I/I events or periods of reduced percolation capacity. However, there is the need to ensure that there is an alternative route of discharge, under conditions where the RI basins cannot adequately discharge all of the incoming flows. This alternative discharge is to the Elk River, which has the potential to occur on a temporary or permanent basis.

The following options are available to the City:

 Determine the capacity of the existing RI basins under different environmental conditions.

 Optimise the RI basin operation, e.g. through storage, wet/dry cycles, maintenance schedules, media assessment, or modification of the RI basins through underdrains.

 Pursue additional RI basins both on-site or through alternative RI discharge locations. This is to be based on the capacity of the existing basins and the projected growth/impacts as a result of I/I.

 Evaluate temporary effluent discharge to the Elk River.

 Evaluate river discharge as being the primary method of effluent release.

5.8 Effluent Criteria – RI Basins

As part of the 2006 environmental impact study, the data from the effluent and monitoring wells were reviewed with respect to the BC Water Quality Guidelines. It is clear that effluent is impacting the groundwater in this area, but it does not appear to be a public health or environmental risk. Therefore, the continued discharge of effluent to ground is acceptable for the City of Fernie for the following effluent criteria, which were defined as part of the 2006 environmental impact study:

 BOD5 < 45 mg/L;

 TSS < 60 mg/L;

 Ammonia removal not required;

 Nitrate removal not required;

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 Total phosphorus removal not required;

 Orthophosphate not required; and

 Disinfection not required.

Monitoring requirements were also outlined for the RI discharge. One of the recommendations in the environmental impact study was that the effluent and environmental monitoring outlined in the permit be replaced with a modified program. The monitoring program is based on the requirements outlined in the existing permit and the MSR (Part 7 and Schedule 6), and uses the criteria requirement for flows > 500 m3/d and the discharge of a Class C effluent to ground. The monitoring parameters were based on the effluent quality, removing the need to monitor the parameters which were not present in the effluent and focusing on parameters which were present and could be of environmental concern. Parameters which could also be used as tracers to track the effluent pathway and dispersion were also included.

5.9 Effluent Criteria – Direct River Discharge

There are two options which are available to the City:

 Periodic/temporary release during periods when the discharge to the RI basins is not optimal.

 Convert to a river discharge as the primary mechanism for effluent release.

5.9.1 Periodic Direct River Discharge

The City currently releases effluent to the river on a frequent basis, when the percolation rate of the RI basins is not capable of handling the incoming flows. This is standard for a rapid infiltration system, where there is the need for a back-up method of release. The following are needed for this discharge option:

 The intent would be for an alternative discharge location in the event of a reduced ability to discharge to the RI basins. The effluent would have passed through all of the treatment processes at the sewage treatment plant.

 The primary point of discharge would be to ground, with the City taking proactive measures to reduce the frequency and duration of a direct river discharge, including the assessment of developing additional RI basins.

 There are currently no effluent criteria for a temporary river discharge and the monitoring requirements can change between events. An environmental impact study would need to be

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completed which would define the discharge characteristics and conditions which would not compromise public health or the environment. The environmental impact study would focus on the intent of the release, which would be under high river flow conditions.

 Modifications to the outfall would be required to ensure that there is optimal mixing in the Elk River. This will include mixing requirements, outfall structure and outfall location.

5.9.2 Convert to Direct River Discharge

There is the option for the City to abandon the RI basins and divert 100% of the flow to the Elk River. In order to pursue this direction, the following would need to be considered:

 The RI basins have been utilised by the City of Fernie as the primary method of effluent release since the sewage treatment plant was originally built in the early 1990’s. Due to concerns which have been raised in the past regarding such a large permanent discharge to the Elk River, the City has recently upgraded the RI basins to allow additional infiltration capacity and storage capabilities. This investment would be lost if there is a decision to pursue a direct river discharge.

 A direct river discharge would fall under the CCME Municipal Wastewater Strategy and the future Federal wastewater regulation. This would require increased monitoring, the possible participation in a 12 month effluent characterisation study and the development of effluent criteria using a risk assessment model which must consider acute and chronic toxicity. If the existing process does not meet any of the required criteria, a timeline for upgrading would be set under the Federal wastewater regulation.

 Dilution potential: based on the average monthly flow data from the Water Survey Canada gauging station 08NK002, Elk River at Fernie (1925 to 2007) and using the current average annual flow data from the sewage treatment plant, the dilution potential with the Elk River would range from 209:1 to 2,681:1, with an average of 784:1. Therefore, there is the potential for dilution to be available in the Elk River. However, this would need to be confirmed using the statistical river flow criteria and projected future flows from the sewage treatment plant. This would also need to include flows which are experienced at the sewage treatment plant as a result of inflow and infiltration. The flow criteria would be based on the CCME strategy, which refers to both the existing Provincial requirements under the MSR (2 year return period 7 day low flow) and a more stringent 7 day low flow over 10 years.

 Modifications to the outfall would be required to ensure that there is optimal mixing in the Elk River.

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 An environmental impact study would need to be completed to determine appropriate effluent criteria which would not result in impacts to public health or the environment. The greatest concern which has been raised by the BC MoE in the past is the nutrient loading to the Elk River. Therefore, it is likely that nutrient removal would be required, which has significant capital and operational cost implications.

Based on the previous direction from the BC MoE for direct discharges to the Elk River, there is a significant risk that the pursuit of a direct river discharge and abandonment of the RI basins will result in significant capital and operational investment for this option to be viable to the City of Fernie. With the recent upgrades and existing infrastructure in place for discharge to ground, the benefit of pursuing this option is questionable.

5.10 Septage

The following need to be addressed with regards to the development of a long-term policy for the receipt of septage and other trucked wastes:

 Accept the septage from the small number of non-sewered properties within the City boundary. This is a low volume compared with the sewered flows.

 Determine if there is still the need for a facility to serve the Regional District, and if there is the need, examine the feasibility of developing a septage facility at the City of Fernie sewage treatment plant, including volumes, costs and cost recovery.

5.11 Sludge/Biosolids

The following need to be addressed for the City’s sludge/biosolids:

 Determine a management pathway for the 2009 desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Predict timing of any future desludging, along with volume and solids content of solids.

 Determine a management pathway for any future desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Determine budgetary requirements and develop strategy to ensure funds are available when desludging is required.

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5.12 Sewer By-Law

The current sewer by-law needs to be updated to reflect discharge volume and quality requirements. This should also reflect current Federal and Provincial legislation and the context of the Canada-wide Municipal Wastewater Strategy. The update to the by-law should also address other discharges, including septage, industrial discharges and the discharge from open loop geothermal systems.

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6.0 RECOMMENDATIONS

The following recommendations are made with respect to each section outlined in the “Responses to the Problems”.

6.1 Regulatory Pathway

 Complete the LWMP incorporating the implications of the Canada-wide Municipal Wastewater Strategy/future federal regulation, where applicable.

 Develop an operational certificate to replace the current permit.

6.2 Unsewered Areas

 Allocate for the connection of unsewered lots within the City boundary.

 Connect unsewered lots if problems develop with the on-site systems, or align with lot development or development of adjacent areas.

 Do not encourage on-site septic systems for future development within the City boundary.

6.3 Expansion of Services/Boundary

 Allow for the connection of areas within a modified City boundary, including West Fernie.

 Continue with the existing practice to model the impact of new development within the City boundary prior to the approval of development.

6.4 Flows

 Continue implementing the program to reduce inflow and infiltration, along with periodic reviews to monitor its effectiveness and progress.

 Develop a policy which will not permit any point sources of “clean” water to be discharged to the sanitary sewer.

 Develop a long-term program in order to reduce flows within City buildings and privately-owned properties.

 Develop a by-law requiring all new construction and household retrofits to use ultra-low flow fixtures.

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6.5 Sewer System Capacity – Collection

 Continue with modelling to identify any collection system needs prior to the development of new connections.

 Review measures which can be implemented to further reduce the risk of overflow from the collection system.

6.6 Sewer System Capacity – Treatment

 Develop monitoring programs to allow the on-going evaluation of process efficiency and effluent quality.

 Monitor carbonaceous BOD5 to confirm consistency with the CCME Municipal Wastewater Strategy and the future Federal Regulation.

6.7 Sewer System Capacity – Discharge

 Evaluate and document the advantages and disadvantages of RI discharge versus river discharge (permanent and intermittent).

 Determine the capacity of the RI basins under different environmental conditions.

 Develop RI basin requirements to optimise this route of discharge, if the discharge to ground is to remain the primary method of effluent release for the City. This should include operations, maintenance and the timing for the expansion of the RI system.

6.8 Effluent Criteria – RI Basins

 Accept the effluent criteria and monitoring requirements presented in the environmental impact study as part of the LWMP in the case where there is a continued discharge to ground through the RI basins.  Implement flow monitoring in order to accurately record discharge flows to the RI basins.

6.9 Effluent Criteria – Direct River Discharge

 Assess the effluent criteria and monitoring requirements for a permanent and intermittent river discharge.

 Assess the outfall conditions and upgrade requirements.

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 Implement flow monitoring to enable accurate measurement of the effluent release from the river outfall.  6.10 Septage

 Accept septage from the unsewered City lots at the sewage treatment plant.

 Evaluate the need for a regional facility and the feasibility of developing such a system within the City of Fernie.

6.11 Sludge/Biosolids

 Determine a management pathway for the 2009 desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Predict timing of any future desludging, along with volume and solids content of solids.

 Determine budgetary requirements and develop strategy to ensure funds are available when desludging is required.

6.12 Sewer By-Law

 Update the by-law to reflect the following aspects:

- Current Federal and Provincial legislation and the Canada-wide Municipal Wastewater Strategy.

- Discharge volumes and quality requirements.

- Non-sewage, industrial and septage discharges.

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7.0 STAGE 2 ACTIVITIES

The following are to be completed in Stage 2 of the LWMP process:

 Define the inflow and infiltration program in detail, including costs.

 Define an in-house water conservation program, including costs.

 Assess whether the sewer system requires upgrades to meet the regulations under design flows, including upgrade options and costs.

 Identify location and costs associated with flow monitoring.

 Undertake an environmental impact study for intermittent and permanent river discharge scenarios, including an evaluation of effluent toxicity.

 Review the potential for effluent reuse opportunities.

 Develop a program to manage the City’s biosolids, including costs.

 Identify if a septage facility is required and, if so, define the scope and costs.

 Review the by-law and define which aspects require re-writing. Re-write the by-law, if appropriate.

 Identify policies which highlight the interconnection between asset management and the existing/future work which the City may undertake.

 Reference the potential impacts that climate change may have on the strategies contained within the plan.

 Outline the level of service provision.

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1.0 OVERVIEW TO THE LIQUID WASTE MANAGEMENT PLAN PROCESS

1.1 Purpose and Scope of a Liquid Waste Management Plan

1.2 A Problem-Solving Approach

A LWMP is a problem-solving, planning process, aimed at coming up with practical solutions that will work and are tailored to local conditions. Effective problem-solving on such a critical issue requires the following key elements:

1. Understanding the Problem(s) - a clear understanding and definition of the problem(s), taking into account both existing circumstances and anticipated trends in the future. There are many dimensions to the “sewage” problem, including geotechnical, engineering, environmental, effluent criteria, public health, land use and development, external requirements (legislation) and economics.

2. Community Dialogue - the public - residents, property owners, the business community, interest groups and government representatives - must be involved in a meaningful way. With an effective process of community dialogue throughout the planning program, the “best” solutions for the community will tend to recommend themselves. This is very important to the extent that successful implementation of any solutions will require widespread community support and public accountability.

3. Defining Objectives - what is to be achieved? Why? Clearly defined objectives founded on rigorous thinking and debate is essential, since they will serve as the benchmark against which optional solutions are evaluated. The objectives are to:

.1 clearly define the problems/issues

.2 list technically effective options

.3 involve the public

.4 define the costs (capital and operating)

.5 define the benefits (phasing, public health, environmental, educational, development), and

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.6 assess the impact on the ratepayers

4. Evaluating Options - there are many options to address problems, ranging from “doing nothing”, to undertaking major capital works. Options need to be identified and evaluated against the objectives which have been defined. Opportunities for innovation also need to be explored.

5. Implementation Strategy - a plan of action is essential, addressing the following:

 Activities – what needs to be done?

 Timing – when should various tasks be carried out; what are the trigger points?

 Responsibility – who will be responsible for what?

 Financing – how much will it cost in total? Who will pay what proportion?

 Monitoring – on-going monitoring to determine the effectiveness of the Plan.

1.3 Liquid Waste Management Plan Guidelines

The process and contents of a LWMP are influenced in large measure by the requirements of the Province (BC Ministry of Environment) as set forth in Guidelines for Developing a Liquid Waste Management Plan. In accordance with these guidelines, a LWMP is carried out in three stages as follows:

Stage 1 - Problem definition, identify options.

Stage 2 - Develop and evaluate the preferred options, prepare implementation strategy.

Stage 3 - Plan approval process, leading to final approval by the Minister of Environment.

The problem-solving approach outlined above has been integrated into this 3 stage process, including community dialogue activities throughout. The planning horizon of the LWMP is 20 years, with some consideration given to growth beyond this time frame.

1.4 Community Dialogue Program

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Steering Committee: Provides overall direction and includes representation from the community’s political leaders (e.g. council) and senior staff (e.g. the Chief Administrative Officer, the Director of Financial and Computer Services and the Director of Operations). The BC MoE can also be a representative on the Steering Committee.

Public Advisory Committee: Provides input on all aspects of the plan, focusing on the anticipated acceptability of various options from a broad public perspective and provide on-going liaison with the public. Public members ideally represent a good cross-section of interests and locations, and may represent environmental groups and associations or local industry.

Technical Advisory Committee: Assists in identifying problems as well as developing and evaluating options from a technical perspective. It includes representation from staff, government agencies and consultants. The government agencies typically include the BC MoE, local Health Authority, Environment Canada, Department of Fisheries and Oceans, local Regional Districts and the Ministry of Community Services. The expected scope of the LWMP will also direct the participation from other government agencies, for example the BC Ministry of Agriculture and Lands if an agricultural component is anticipated or the Ministry of Mines if a mining component is anticipated.

1.5 Liquid Waste Management Plan – Stage 1

The information presented in this report is the Stage 1 of the LWMP process for the City of Fernie. As indicated above, Stage 1 aims to define problems and identify the options.

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2.0 OVERVIEW TO THE CITY OF FERNIE AND ITS LWMP PROCESS

2.1 Context for the City of Fernie

In 2006, the City was awarded funding from the BC government towards the upgrades proposed for the sewage treatment plant. These upgrades were intended primarily to address the capacity of the sewage treatment plant and the need for frequent direct river discharge. The regulatory pathway for the sewage treatment plant as a result of the proposed upgrades was not clear. The upgrades were of such a scope that a permit amendment was not possible. Registration under the Municipal Sewage Regulation would have resulted in the need for significant upgrades to be completed, and this would not address the other issues which the City was facing. Discussions with the BC MoE indicated that the optimal approach would be the completion of a LWMP. This would allow the development of a community-specific solution, and would recognise the influence of inflow and infiltration on the sanitary sewer system.

2.2 Overview to the City of Fernie

The City has a total land area of approximately 1,500 hectares, much of it in the low lying lands which are bisected by the Elk River (Figure 2.1). It is estimated that 207 hectares of City area are located within the 200 year flood plain. The City is also bisected by Highway 3, which then forms the south west City boundary. The CPR rail track is located along the eastern side of the City. The City’s sewage treatment plant is located 8 km south east of the City boundary.

The City’s population consists of permanent residents and a shadow population, who have a secondary residence within the City of Fernie but live outside of the City boundary. The City’s records indicate total population of 6,294, which consists of 4,217 permanent residents (2006 data), and 2,077 shadow residents. Almost the entire City is sewered, with only a limited number of residential and commercial properties relying on on-site sewer systems. The City is surrounded by rural areas that are located within the East Kootenay Regional District. These non-City rural areas rely on on-site septic systems. Septage disposal has been a challenge for these communities and there has been pressure on the City to receive this waste at the sewage treatment plant. The City’s sewage treatment plant is located approximately 8 km south east of the City, and is outside of the City boundary and operates under BC Ministry of Environment (BC MoE) permit PE-08182.

The City is mainly residential in nature. The key industries for employment are accommodation, food and beverage services, recreation, retail, personal services, construction and government services. There are no significant industrial or commercial liquid wastes discharged into the City’s sewer system. The largest discharges to the system originate from hotels in the City. Outside of the City boundary, mining activities are significant, with the primary focus being coal.

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DATE: 2008-12-09 CITY OF FERNIE 1:50,000

Legend Municipal Boundary

Highway 3

City of Fernie

West Fernie

C.P.R. Railway

Fernie Alpine Resort

Highway 3

City of Fernie OVERVIEW TO THE CITY OF FERNIE Sewage Treatment Plant FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE INFORMATION SHOWN ON THIS DRAWING TO LOCATE & 2.1 ESTABLISH THE PRECISE LOCATION OF ALL EXISTING INFORMATION WHETHER SHOWN OR NOT. U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 2-1 Overview.mxd Last revised by: jcrosman on 3/9/2009 at 9:20:43 AM 3/9/2009 jcrosman on at 9:20:43 by: revised Last Overview.mxd 2-1 U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig

2.3 Community Dialogue Program

2.3.1 Communications Plan

A communications plan was developed in order to outline the approach and aims of communication and feedback during the LWMP process. A copy of the current communications plan is presented in Appendix A. Although the communications plan was updated in order to incorporate comments from the BC MoE, this is currently still in the draft form, due to further input which is required from the committee as a result of further attempts which have been implemented in order to achieve a greater representation from the public. This is discussed further in Section 2.2.3. The intent is to finalise the communications plan during the early part of Stage 2, after the new public members on the committee have had a chance to review the document.

2.3.2 Committee Summary

Due to the scope of the LWMP proposed for the City of Fernie and the size of the community, the committees were amalgamated into a single committee. Representation on the LWMP committee is outlined below.

City Council Mayor Cindy Corrigan Councillor Mary Giuliano Councillor Aaron Goos City Staff Allan Chabot, Chief Administrative Officer Director Corporate Administrative Services (to be appointed) Dave Cockwell, Director of Operations Jim Hendricks, Director of Financial & Computer Services Suzanne Garand, Engineering & Planning Clerk Government Chris Stroich, Ministry of Environment Agencies Wendy Murdoch, Ministry of Environment Ron Popoff, Interior Health Authority Bryon Miller, Interior Health Authority Tola Cooper, Department of Fisheries and Oceans Glen Brown, Ministry of Community Services Snehal Lakhani, Environment Canada Eric Sharpe, East Kootenay Regional District

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Darrell Smith, Ministry of Agriculture and Lands Consultant Urban Systems Ltd., Primary contact – Dr. Joanne Harkness, R.P.Bio General Public Megan Walsh, Wildsight Casey Brennan, Wildsight

Prior to the 2008 municipal elections, contributions to the committee were also made by Randal Macnair (Mayor) and Dan McSkimming (Councillor).

The committee has met on 2 occasions (May, 2007 and May, 2009). The minutes of the meetings are presented in Appendix B.

2.3.3 Public Input – Committee Representation

At the start of the LWMP process, attempts were made to solicit representation of a number of difference members of the public on the committee. The primary aim was for the public representation on the committee to reflect a broad public perspective through a good cross-section of interests and locations. Prior to the start of the LWMP, the following approach was taken in order to solicit representation from the public on the LWMP committee:

 Newspaper advertising.

 Open house to meet with interested members of the public and discuss the LWMP process.

 Direct invitation to those who may be impacted directly by the LWMP commitments (e.g. I/I concerns) on private property.

 Direct invitation to those who have already expressed concerns with the City’s sewer system.

 Direct invitation to key interest groups or organisations in the area.

As a result of the above solicitation, two members of the public responded and were invited to be on the committee. Both members are associated with the same organisation.

Further attempts were made in 2009 in order to solicit a greater public involvement with the committee. This was discussed at the May, 2009 committee meeting. Two further adverts were placed in the local newspaper and as a result two written applications have been received by the City. These are currently being considered by Council and City staff.

An example of the newspaper invitations is presented in Appendix C.

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2.3.4 Public Consultation

Input from the public has been solicited through the following means:

 Booths at City Hall and the Aquatic Centre.

 Information posted on the website http://www.fernie.ca/siteengine/ActivePage.asp?PageID=339

 Feedback questionnaire (at the booth and on the website).

 Direct solicitation of input for First Nation communities.

The following information was made available to the public:

 Summary posters of the sewage system and LWMP process.

 Executive summary of the draft Stage 1 report.

 Questionnaire.

 Cover letter, referral form, maps and executive summary of the Stage 1 report were all provided to the St. Mary’s Indian Band, Tobacco Plains Indian Band and Ktunaxa Nation Council. A copy of the covering letter for this communication can be found in Appendix C.

A copy of the questionnaire can be found in Appendix C, along with a summary of the responding comments. A total of 36 questionnaires were received, 32 of which were from residents within the City boundary. These respondents all completed feed back with respect to the liquid waste management planning issues which were identified in Question 5. Out of the 10 items listed, environmental protection ranked the highest, followed by addressing inflow and infiltration/high flow events. Reducing odours, addressing areas which were not connected to the City’s sewer system and providing septage treatment for areas outside the City all ranked the lowest with respect to level of importance. Further comments were noted in Questions 6 and 7, which will be incorporated into the LWMP process, as required.

To date, no response has been received from the St. Mary’s Indian Band or Tobacco Plains Indian Band. However, a response was received from the Ktunaxa Nation Council indicating that the information is being reviewed.

2.4 Background Studies

The City of Fernie has completed an extensive amount of work on the sewage and storm system. The relevant documents, starting with the most recent, include:

 Sewer System Information and Literature Review, Urban Systems Ltd., October, 2008.

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 Environmental Impact Study – Sewage Treatment Plant Effluent Discharge, Urban Systems Ltd., July, 2006.

 Sewage Treatment Plant Assessment, Urban Systems Ltd., September, 2004.

 Railway Avenue Drainage Study, Urban Systems Ltd., October, 2003.

 North Annex Drainage Study, Urban Systems Ltd., February, 2003.

 Sanitary Sewer Flow Study, Southwestern Flowtech and Environmental Ltd., June, 2002.

Older Reports include:

 Sanitary Sewer System Analysis, Urban Systems Ltd., September, 1998.

 Groundwater Exploration – Mountview Park, EPEC Consulting Western Ltd., May, 1989.

 West Fernie Ground Water/Drainage, EPEC Consulting Western Ltd., May, 1987.

 Storm Sewer Study, EPEC Consulting Western Ltd., May, 1984.

 Pre-Design Report on Wastewater Treatment Facilities, EPEC Consulting Western Ltd., May, 1982.

 Sewer System Evaluation Survey, Mar-Tech Engineering Co. Ltd., January 1980.

 1980 Rehabilitation Program Review Report, Mar-Tech Engineering Co. Ltd., January 1981.

A summary of these reports is outlined below.

2.4.1 Miscellaneous Older Reports

With the exception of the 1980 and 1981 Mar-Tech reports, the older reports from the 1980’s were not reviewed in detail. Briefly stated, the original sewage treatment plant in Fernie was a small mechanical package plant which was frequently overwhelmed with high flows, as a result of inflow and infiltration. In 1982, the feasibility of a new site located approximately 8 km south of Fernie on Cokato Road was assessed. This site lent itself to the construction of aerated lagoons and rapid infiltration basins for ground discharge of effluent. The site is adjacent to the Elk River.

After confirmation with geotechnical and hydro-geological investigations, a Permit was granted by the BC Government and the plant was commissioned in 1989. The previous facility was converted to a pump station. The system operates under Waste Management Permit PE-08182.

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2.4.2 Mar-Tech Reports (January, 1980 and January 1981)

In response to excessive non-sewage flows which were entering the sanitary sewer system, a program was developed to evaluate inflow and infiltration followed by the implementation of rehabilitation measures. The information presented in the two Mar-Tech reports summarises the outcomes of the system evaluation study and the measures which were implemented immediately after the completion of the survey.

The sewer system survey was the process by which base information (TV inspection, river and groundwater levels, operational data and rainfall/climatological data) were collected for the Fernie system. This information was used to develop a long-term plan for addressing this problem. The plan was developed based on an evaluation of the different rehabilitation options and the estimated implementation costs. From the data which were collated and reviewed, the following conclusions were made:

 The sanitary sewer system is in a deteriorating state, with broken pipes and bad joints being the main cause of excessive infiltration. Manhole faults are associated with inflow, and storm collection points are connected to the sanitary sewer. During heavy rainfall, there is inadequate storm drainage which leads to flows which are beyond the capacity of the sanitary sewer system. The system was originally designed to manage combined sanitary and storm flows, but this is no longer possible due to the overloading of the system by the storm contributions. There is the need to develop a separate storm system.

 The flows to the sanitary sewer system are higher than other cities in BC. There was a consideration that the tourism industry may be contributing to these high flows, but there were no records relating to the actual flows as a result of tourism.

 The infiltration during wet weather flows was considered to be excessive, and was significantly greater than the construction standards which were in place in the late 1970’s/early 1980’s.

 The capacity of the sanitary sewer trunk mains should be adequate provided the lines are kept clean and extraneous inflow removed.

 Expansion of the sewage treatment plant in order to meet the extraneous flows was not deemed to be economical, with the future focus to be on removal of the excessive water.

The following recommendations were made as a result of the conclusions drawn from the 1980 Mar-Tech report:

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 Excessive infiltration should be eliminated by the replacement of broken pipes and the sealing of joints.

 Where possible inflow should be eliminated. The report indicated a list of actions which could be implemented, including the elimination of cross-connections, removal of roof connections from the sanitary sewer, and the raising, bolting and sealing of manholes.

 The implementation of a flow monitoring program.

 The completion of smoke testing and TV inspection of the sanitary sewer system.

 The implementation of a regular maintenance program.

 The implementation of the rehabilitation measures in priority areas first.

The 1981 Mar-Tech report summarises the progress of the rehabilitation works and lists the works which were completed in the 1980 time period. During this time period, the works had focused on rehabilitation and included pipe replacement, sealing of sewer mains and manholes, system cleaning (grease removal, root removal), manhole maintenance, the disconnection of 11 catchbasins from the sanitary sewer system and TV inspection of sewer mains.

From 1977 to 1980, flow monitoring had also been completed. Despite the remediative measures which had been implemented and the decrease in precipitation during this time period, there was still an observed increase in flows in the sanitary sewer system. It was thought that this increase could be a factor of an increase in population, an increase in the level of the groundwater table, water main leaks, connection of roof drains and the deterioration of the sanitary sewer system. No one factor was clearly attributed to the increase in flows during this time period.

The rehabilitation of the sewer system was not intended to cease with the completion of the 1981 Mar- Tech report, but was to continue to be implemented over a period of time. As a result, the City has completed significant work since 1981, and continues to do so in order to address the concerns which have been identified with the sanitary sewer system.

2.4.3 Sanitary Sewer Flow Study (June, 2002)

This field study by Southwestern Flowtech and Environmental Ltd. was aimed at identifying where excess flows are more prominent by selecting five flow monitoring sites. These included:

Site 1: Pine Avenue and Ridgemont Drive

Site 2: Lift Station Inlet

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Site 3: 4th Street and 6th Avenue

Site 4: 4th Street and 8th Avenue

Site 5: 7th Street Alley between 4th and 5th Avenue

The monitoring period ran for one month. The results are summarised in Table 2.1. The report does not include rainfall data for the period. The general pattern at all five monitoring sites, however, is a steady decrease in the total flow to the sewage treatment plant from mid-April to mid-May.

Table 2.1: Flow Monitoring Summary

Location Average Flow Rate (L/s) Maximum Flow Rate (L/s) and Date

Site 1 7.0 12.6 (22nd April, 2002)

Site 2 126.4 252.1 (20th April, 2002)

Site 3 56.3 126.8 (18th April, 2002)

Site 4 15.6 38.1 (19th April, 2002)

Site 5 12.0 25.2 (2nd May, 2002)

The ratio of maximum flow to average flow received at the sewage treatment plant during the dry season ranges from 1.3 to 1.7. This is consistent with normal diurnal flow patterns in most communities, reflecting morning and evening peaks when cooking and washing occur. The ratio of maximum to average flow received at the monitored sites (Table 2.1) from mid-April to mid-May is almost 2.0. This is indicative of the effect of rain and snowmelt in April and May. The City’s precipitation records show a 40 mm rainfall on April 13, 2002, a 10 cm snowfall on April 15, 2002, and a 12 cm snowfall on April 23, 2002. The remainder of the monitoring period was relatively dry.

This report developed no conclusions regarding the development of a strategic approach to managing the excess flows.

2.4.4 North Annex Drainage Study (February, 2003)

This study examined the area known as the “North Annex”. The area is generally bounded by 11th Street to 16th Street and 5th Avenue to 12th Avenue. The area had numerous surface area drainage issues with ponding of the 7th Avenue/14th Street intersection and overflows along 14th Street.

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The study found the storm sewer on 14th Street to be undersized for the predicted flow and recommended installation of a 900 mm diameter storm sewer on 15th Street to provide relief. Some lower cost short-term surface modifications were suggested until funding for the trunk sewer on 15th Street could be provided.

The report provided additional recommendations for the commercial zones east of Highway 3. These included some on-site storage depressions and some diversions to higher capacity pipes. Some of the recommendations have been implemented.

2.4.5 Railway Avenue Drainage Study (October, 2003)

This study addressed storm drainage problems in the Railway Avenue area in the north-east part of the City. Drainage pipes were found to be under-sized and in some cases, improperly graded.

Options for improvement were put forward. These included:

 New storm sewer trunk and outfall;

 New crossing of the CPR tracks; and

 Trunk main or ditch system through the golf course.

The improvements have not yet been implemented.

2.4.6 Sewage Treatment Plant Assessment (September, 2004)

This study examined the operation and effectiveness of the City’s sewage treatment facility. It found the following shortcomings:

 Chronic excess flows due to snow melt and rainstorms;

 Undersized aerated lagoon and excessive grit accumulation;

 Undersized infiltration basins;

 Excessive duck weed growth in the facultative lagoon; and

 Duty pumps at the City’s main pump station are undersized.

The study recommended the addition of a second aerated lagoon to provide some in-line storage for excess flow events, an aerated complete-mix reactor and expansion of the rapid infiltration basins.

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Infrastructure funding was requested from the BC Government. The funding request was successful and construction of some of the proposed modifications was initiated in 2007.

2.4.7 Environmental Impact Study (July, 2006)

This study examined the receiving environment for effluent discharge in the context of the British Columbia Municipal Sewage Regulation (MSR). The study aimed at establishing effluent quality criteria for ground discharge (via rapid infiltration basins) and for periodic emergency discharge to the Elk River. The primary focus was the discharge to ground, which is intended to be the standard practice. The direct discharge to the surface water is only intended to be used infrequently as a result of excessive infiltration/inflow or poor infiltration capacity in the rapid infiltration basins due to high surface and groundwater conditions.

The proposed parameters for discharge to ground are consistent with a Class C effluent as defined by the

MSR and require an effluent five day biochemical oxygen demand (BOD5) concentration less than 45 mg/L and total suspended solids (TSS) concentration less than 60 mg/L. No ammonia, nitrate or phosphorus removal is required. Disinfection is not required either. It should be noted that the MSR requires a minimum sub-surface travel time of 10 days to a water body or property boundary. The minimum sub-surface travel time may not be met in this instance.

Emergency discharge to the Elk River is allowed when the plant flows increase dramatically and the ground discharge system is overwhelmed. The suggested effluent quality parameters for these periodic discharges are unchanged from the ground discharge. Additional treatment was not recommended for the surface water discharge, due to the conditions which would typically occur when such a discharge is required (e.g. inflow/infiltration causing dilution of the effluent, high river flows, low risk to downstream users).

The report recommends a monitoring program that includes effluent at the point of discharge, background groundwater well and three down-gradient wells. The frequency of sampling is in accordance with the MSR, with special monitoring requirements for the Elk River discharge events.

A copy of the Environmental Impact Study is presented in Appendix D.

2.4.8 Sewer System Information and Literature Review (October, 2008)

The City of Fernie has completed an extensive amount of work on the sewage and storm systems. This work was undertaken over a long period of time. In recognition of this work, a literature and information review was completed in order to collate and summarise the relevant information into a single report.

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This report will be a valuable tool in the City’s LWMP process as it provides a single location where the relevant information is collated, summarises the current status of the City’s sewer system and identifies any items which need to be considered under the LWMP process.

The following was completed as part of this information and literature review:

 Collate historical and recent reports on the sewage treatment plant operations;

 Collate and review operational data, with the primary emphasis being the last 5 years;

 Collate and summarise the information which is available on the inflow and infiltration concerns. This will include a review of historical reports, a summary of works completed and resulting impacts/benefits (if known) and current status;

 Summarise the current status and reports that have been completed to determine the feasibility of incorporating the outlying areas into the City boundary;

 Summarise City directions relating specifically to the sewer system from other documentation, e.g. the Official Community Plan;

 Summarise the existing permit and assess the ability to meet the stipulated conditions; and

 Summarise the issues and problems which need to be considered as part of the City’s LWMP.

The outcomes of the information and literature review are summarised below:

 The sewage treatment plant is operating well, producing a good effluent quality. However, there is one concern which is observed frequently: the volume of liquid entering the sewer system is beyond the capacity of aspects of the sewer system. This results in the inability to manage the incoming material at the sewage treatment plant, and on many occasions, there is the need to discharge directly to the Elk River in order to manage the incoming volume. In order to discharge directly to the Elk River, some of the flow has to by-pass the rapid infiltration basins. The discharge is effluent which has passed through all of the sewage treatment processes. There is no discharge of raw sewage on the events when the rapid infiltration basins are by-passed.

 On the occasions when a direct river discharge is required, a review of a limited data set indicated that there is an increase in some parameters in the Elk River, downstream of the outfall. These increases do not necessarily translate to a detrimental impact on the environment and may be the result of other inputs to the river. The increases may also be reflective of poor mixing in the river due to the nature of the outfall.

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 The high volumes received at the sewage treatment plant are not due to sewage, but are a factor of inflow and infiltration during periods of high groundwater or rainfall/snow melt events. Therefore, the incoming liquids are relatively “clean” and have a diluting effect on the sewage, which is not optimal for the operation of a sewage treatment plant. The periods when elevated flows enter the system occur during times when there is likely to be a natural constraint on the operation of the rapid infiltration basins (e.g. high groundwater levels and high river flows). This further compounds the problem and increases the need to discharge directly to the river. Inflow and infiltration is complex and costly to address. The information from current and historical inflow and infiltration studies can be used as the basis for developing a strategic management approach to address this problem in a logical and cost effective manner.

The report concluded that inflow and infiltration was the primary concern for the City’s sewer system and sewage treatment plant and should be the primary focus of a LWMP process.

2.5 Objectives of Stage 1 of the Liquid Waste Management Plan

Stage 1 of the LWMP process has the following objectives:

 To identify and catalogue issues and problems;

 To develop concepts of waste management;

 To include the provision for public input; and

 Provide a detailed list of waste management options.

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3.0 COMMUNITY PROFILE

3.1 Official Community Plan

The City of Fernie's 2003 Official Community Plan provides a policy framework which is to serve as a basis for decisions and actions related to the use of all lands within the municipal boundary. The Plan is based on the criteria and mandatory considerations set out in the Municipal Act (now called the Local Government Act). The Official Community Plan will be re-evaluated every five years so that it continues to reflect the community’s objectives and vision for the future. The next revision is scheduled for the 2009 time period.

The relevant objectives in the OCP include:

 To manage development and growth in an orderly and environmentally sensitive way.  To Encourage “Smart Growth” – growth that serves to reinforce the pillars of a healthy city – economy, environment and community.  To work together to identify, protect and enhance Fernie’s natural features, such as the Elk River, area creeks, scenic views and vistas.  To concentrate future development within Fernie’s existing urbanised areas.  To support a pattern of urban development which will ensure a wide range of housing types, densities, prices and rents.  To take an informed “growth management” approach to boundary expansion.

3.2 Community Overview

The City is comprised of several neighbourhood areas (Figure 3.1). These neighbourhoods are summarised below:

 Maintown (81.3 hectares) is the City’s oldest neighbourhood, developed in the early 1900’s. Although there has been some redevelopment with time, overall the infrastructure is still quite old. The newer developments in this area occurred in the 1960’s and 1970’s, through to the 1990’s. The Maintown area has a relatively flat topography. A small section of Maintown borders the Elk River and is located within the floodplain. This section of Maintown can be influenced by the Elk River during the spring freshet. Areas in the northern part of Maintown can experience higher elevations of groundwater. It is possible that the groundwater in this part of Maintown is influenced by sub-surface water flowing from the benchlands to the east of Fernie (the Ridgemont Benches).

Page 17 1043.0049.01 / February, 2010 U:\Projects_KAM\1043\0049\01\R-Reports-Studies-Documents\Final\2009-05-08-REP LWMP stage 1 final.doc LIQUID WASTE MANAGEMENT PLAN °

DATE: 2009-03-13 CITY OF FERNIE 1:20,000

Legend Municipal Boundary Lot Right of way

Coal Creek

CPRail Track

Highway 3 Fernie Golf Newly Incorporated Estates Area

Possible Extension Ridgemont to Services (boundary Ghostrider may not extend) Castle Mountain Maintown Pine Grove Fairy Creek Parkland Alpine Terrace Trails Annex

Elk River

Riverside Mount View Mountain Village West Fernie Highway 3

The NEIGHBOURHOODS Cedars FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE 3.1 INFORMATION SHOWN ON THIS DRAWING TO LOCATE & ESTABLISH THE PRECISE LOCATION OF ALL EXISTING

U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 3-1 Neighbourhoods.mxd Last revised by: jcrosman on 3/13/2009 at 8:43:19 AM on at 3/13/2009 jcrosman Last8:43:19 by: revised 3-1 Neighbourhoods.mxd U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig INFORMATION WHETHER SHOWN OR NOT.

 The oldest part of the Annex (65.9 hectares) was developed in the early 1900’s. The oldest properties are located in the south of the Annex with the newer properties in the north being developed in the 1950’s. There was also some limited developed in the north part of the Annex in the 1970’s and 1980’s. The topography for the Annex is relatively flat with approximately 51% of the area being located within the flood plain. This area can be influenced by the Elk River during the spring freshet. Due to the close proximity of this area to the Elk River, high groundwater levels can also be a concern.

 The Ridgemont area (32.4 hectares) was developed primarily in the early 1970’s. The area consists of benchland which slopes from the east to the west. There is no concern with influences from the Elk River, due to this area being located outside of the floodplain. The sub-surface material below Ridgemont consists of impervious clays. Groundwater is known to flow in the gravel layers above these clays.

 Mount View (39.7 hectares) consists of areas which were developed in the 1960’s through to the 1980’s. The Mount View area has a relatively flat topography, and much is located within the floodplain of the Elk River and Coal Creek. Both of these surface waters can influence this area during the spring freshet. Groundwater influences are expected in this area, and is thought to originate from the Elk River and Coal Creek.

 Parkland/Alpine Trails (39 hectares) are relatively new developments. Parkland was developed in the 1980’s and the development at Alpine Trails was started in the late 1990’s. The Alpine Trail area is currently still being developed. Parkland/Alpine Trails are located up on the sloped benchland to the west of the community. Due to the elevation, there is no influence from the Elk River, however, groundwater is present, flowing in gravels that are located above a variety of substrates.

 Cokato/Castle Mountain (31 hectares) is located at the south eastern end of the community and is bordered by the railroad. Development for this area started with Cokato, in the 1960’s/1970’s. The more recent development is in Castle Mountain, located to the east of Cokato. The topography is predominantly sloped from the east to the west. Neither area is under the influence of the flood plain and, to date, groundwater has not been a problem in the areas where development has occurred.

There are three additional areas to consider: Ghostrider and two newly incorporated areas located to the south west and east/south east of the City. Ghostrider is located to the north of the City and is an industrial/commercial development. The newly incorporated area to the south west (the Cedars) is

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separated into two sections: a small section of the area which is zoned for rural residential (hobby farm), and a larger part of the area being undeveloped and is zoned for comprehensive development. The newly incorporated area to the east/south east is undeveloped.

The community of West Fernie is also shown on Figure 3.1, even though this community is not incorporated into the City of Fernie. This area is served by on-site sewer systems, the concerns with which are of direct relevance in the development of this LWMP for the City of Fernie.

3.3 Population Estimates and Growth Projections

There are two types of population to be considered for the City of Fernie: a permanent population, whose primary home is within the City boundary, and a shadow population, which consists of vacation properties and secondary homes located within the City boundary. Between 2001 and 2006, Fernie’s permanent population declined from 4,611 to 4,217. However, over this time period, there was an increase in the total number of private dwelling units. This growth in dwelling units is attributed to the community’s desirability as a resort destination for those seeking vacation properties and second residences. This is known as the “shadow population”. Table 3.1 demonstrates the population growth projections in the Official Community Plan. These projections assumed growth rates of 0.5% and 0.75% from the 2001 Statistics Canada Census data. As a comparison, based on these growth projections it was anticipated that the population in Fernie for 2008 would be between 4,775 and 4,859. In effect, the current information indicates that the permanent population is approximately 4,200. From Table 3.1, based on the projected population growth estimates (from 2001), within a 20 year horizon, it is estimated that the population in Fernie would be around 5,300.

Table 3.1: Population Growth Estimates (Based on Official Community Plan)

Year 0.5% Annual Growth 0.75% Annual Growth

2001 4,611 4,611

2006 4,727 4,787

2008 4,775 4,859

2011 4,847 4,969

2016 4,969 5,158

2021 5,094 5,353

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The current City layout is primarily of low density, intermixed with medium density pods. With the growth projections, the City has developed clear direction on the management of future development. The primary focus is to encourage an intensification approach to growth management, which aims to try to accommodate the requirement for residential dwellings over the next 20 years to be within the City boundary. This approach to growth has the following aspects:

 Intensification of land uses, especially within the developed areas, can serve to optimise the City’s past investments in infrastructure.

 The intensification aims to preserve and protect natural open spaces and environmentally sensitive areas. This includes the surrounding treed hillsides.

 Intensification of land use increases the efficiency of providing municipal services and results in reduced operating costs per capita.

It is estimated that there is the capacity for an additional 4,700 units (approximately) within the City boundaries. This number is an estimate that has been developed by the City to help for future planning. The estimate is not necessarily representative of the intent of developers nor does it indicate that building permits for these units have been submitted to the City.

The population which will be served by the City’s system has been updated based on the most recent census data. This is summarised in Table 3.2, assuming a growth rate of 0.63% which is the average of the two projected growth rates presented in the Official Community Plan. The City’s population is still impacted heavily by a large number of property owners who have second homes within the City but live outside the Fernie area. Data from 2006 indicated that approximately 67% of the population actually live permanently within the City boundary. Therefore, 33% of the population are transient, using their Fernie residences on a temporary or seasonal basis. This transient population plays a significant part in understanding the sewage flows for the City of Fernie, and also results in complications when determining future trends in sewage flows.

Estimations of the population growth projections have been made for the shadow population and are also presented in Table 3.2. Occupancy rates are expected to vary throughout the year. Higher rates of residency would be assumed to occur during holiday periods, especially over Christmas/New Year which is the most popular time of the year for skiing. An increased rate of occupancy may also occur for the shadow population that have a primary residence in closer proximity to Fernie. For example, 18% of the homes belong to a shadow population that live in Alberta. These home owners are more likely to visit their second homes on a higher frequency than the limited number who live in Europe. The growth projections which have been estimated in Table 3.2 have attempted to take these variabilities into consideration. The growth projections assume an occupancy of 4 people per “shadow property” for 50%

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of the year and also assume a growth rate of 0.63%. Therefore, it is estimated that the current total population which is discharging to the City sewer at any one time is 5,774, increasing to 6,547 over a 20 year horizon. This population estimate will be used to develop flow projections to the sewer system.

Table 3.2: Estimated City Population Using Sewer

Year Permanent Population Shadow Population1 Total Population

2008 4,200 1,574 5,774

2028 4,762 1,785 6,547

1 Based on 787 current homes x 4.0 people/home x 50% occupancy and a growth rate of 0.63%.

3.4 Growth Outside the City Boundary

West Fernie is a small community located on the west side of the Elk River (Figure 3.1). Although this community is in close proximity to the City of Fernie, with the municipality forming the north, east and southern boundaries, West Fernie has not been incorporated into the City and is not served by City sewer. The future annexation of West Fernie has been discussed at depth by the City and it is planned that this community will be incorporated in the future. No timeline has been set for the incorporation. The population of West Fernie is estimated to be 460. There have been several concerns raised regarding the age and integrity of the on-site sewer systems which currently serve the West Fernie area, given that the typical age is between 20 and 40 years old. Although West Fernie is not currently connected to City sewer, the central infrastructure for connection does exist, with one sewer trunk main passing through the West Fernie area in order to serve properties to the south of West Fernie, which are located within the City boundary.

Other areas which have been/are being considered for annexation are the Fernie Alpine Resort and an area located to the immediate north of the City. Fernie Alpine Resort is a community located approximately 5 km to the south of the City. The primary focus of the Resort is winter sports, resulting in a large transient population which peaks during the ski season. It is estimated that the population could range from a minimum of approximately 70 permanent residents during the off-season to a maximum of over 5,000 during the ski season. The Resort is served by its own water and sewer systems. The sewage treatment plant is located immediately to the west of Highway 3, which separates the sewage treatment plant from the Elk River. The sewage treatment plant is designed to nitrify, reduce phosphorus and disinfect effluent. The outfall is in the Elk River, 5 km downstream of the City of Fernie and approximately 4 km upstream of the City’s sewage treatment plant. Although annexation of the Resort has been raised in the past, the City has no immediate intent to pursue this annexation.

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The area to the immediate north of the City which is being considered for future connection to the City services is in the early stages of discussion (Figure 3.1). It is possible that this area may be served by the City but would not be annexed to the City. This area currently consists of a mix of large residential lots, commercial and light industrial, with the future focus being industrial.

3.5 Population Summary

Based on the areas which will be served in the future by City sewer, the projected final population estimates are summarised in Table 3.3. For West Fernie, there is currently limited potential for any future development given the small lot sizes and the need to accommodate for the on-site treatment and disposal of sewage. However, if the area was to be connected to the City sewer, sub-division of lots may occur. This could have the potential for significant infill. It is estimated that there could a maximum of an additional 140 lots within the West Fernie area, plus additional growth along the highway, which could include commercial and recreational developments. Estimations for infill and development have also been included in the population projections. These estimations have assumed that there will be 140 new lots developed within the West Fernie area over the next 20 years and that the average number of residents for each new lot will be 2.4. This population estimate will be used to develop flow projections to the sewer system, and has included the projections from the City’s permanent and shadow populations.

Table 3.3: Estimated City Population Using Sewer, Including Future Incorporated Areas

Year Permanent Population Shadow Population1 Total Population

2008 4,200 1,574 5,774

2028 5,5582 1,785 7,343

1 Based on 787 current homes x 4.0 people/home x 50% occupancy and a growth rate of 0.63%.

2 Includes the West Fernie area, with an additional 140 developed lots.

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4.0 EXISTING SEWAGE SYSTEM

4.1 On-Site Sewage Systems

There are 11 properties within the City boundary that are not connected to the centralised sewer system. These properties are located in the Castle Mountain and Ghostrider areas of the City. Their on-site system consists of a septic tank and disposal field (Figure 4.1). The properties within the Castle Mountain area are large rural lots; the properties in the Ghostrider area are commercial in nature. All other residences and commercial properties are served by City sewer.

Figure 4.1: Typical On-Site Septic System for a Single Residential Property

4.2 Community Sewage System

4.2.1 Ministry of Environment Permit

The City's treatment and discharge works are governed by Permit PE-08182 issued by the BC Ministry of Environment and last updated on December 12th, 1994. A copy of the permit is provided in Appendix E. Under the terms of the permit, the sewage treatment plant consists of the following processes:

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 Lift station.

 Forcemain.

 One aerated lagoon.

 One polishing pond.

 Four rapid infiltration (RI) basins.

 An outfall to the Elk River, for use during periods of high groundwater when the RI basins are unable to operate at normal design capacity.

The permit indicates that there is no requirement for disinfection, but that suitable provisions should be made to include disinfection in the future.

Under the conditions of the permit, the average annual discharge allowed is 4,500 m3/d with a maximum discharge of 13,600 m3/d. This maximum is in recognition of the inflow and infiltration which is received at the sewage treatment plant. The effluent quality parameters relate solely to 5 day biochemical oxygen demand (BOD5) and total suspended solids (TSS). The discharge parameters are summarised below:

Maximum discharge < 13,600 m3/d Average annual discharge < 4,500 m3/d

Effluent BOD5 < 45 mg/L Effluent TSS < 60 mg/L

The permit also regulates the disposal of the waste sludge from the plant. However, the statement in the permit only indicates that the sludge is to be disposed to a site and in a manner authorised by the BC MoE. This permit was in place before the Organic Matter Recycling Regulation, which now governs the reuse of biosolids in BC.

The City’s permit is out of date. In 2006 upgrades were started at the sewage treatment plant, and are scheduled for completion in 2009. The permit has not been amended as a result of the upgrades which are being undertaken at the sewage treatment plant, because the City is developing a Liquid Waste Management Plan, for the long-term strategy for treatment, reuse and discharge of its sewage and storm waters.

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4.3 Collection

The sanitary sewage collection system is comprised of sewage mains that transmit sewage to a trunk main system. The trunk main conveys the sewage to the main lift station, which is located at the south end of the Mount View area, south of Mt. McLean Street (Figure 4.2). This main lift station pumps sewage to the sewage treatment plant, which is located approximately 8 km to the south east of the City. Nearly all the sewage from the City of Fernie passes through this lift station, which is equipped with three pumps: two duty pumps and one high flow pump. Upgrades are being undertaken to this lift station to install two new higher capacity duty pumps, each with a variable frequency drive (operational range 46.3 L/s to 185 L/s), and to replace the existing flow meter with a new area-velocity flow meter. The upgrades to the main lift station are scheduled for completion in January 2009.

There are an additional 6 lift stations in the City: two that service the Annex (one at 11th Avenue/11th Street and one at 10th Avenue/12th Street), one that services the Ghostrider area (intersection of Dicken Road and Ktunaxa Road), two that service Alpine Trails (one at Canyon Trail/Cedar Avenue and one located on Burma Road), and the Riverside lift station, which feeds sewage into the sewer main down- line of the City’s main lift station. The smaller lift stations consist of two pumps which operate on rotation unless high flows are experienced. The location of the sanitary sewer lift stations are illustrated on Figure 4.2. All lift stations are inspected on a weekly basis and there is stand-by power at all of the lift stations.

The majority of connections to the City’s sanitary sewer system are via gravity, although there are a limited number of new residences in the Alpine Trails area which contain pumps.

The sanitary sewage collection system consists of approximately 48 km of sewer lines. The lines are various ages, with the most recent additions being to the areas of Alpine Trails, Ghostrider and Castle Mountain. There is an on-going program to replace and repair the existing sewer lines. Table 4.1 summarises the ages of the sewer lines. There has also been significant work completed to separate the interconnections between the sanitary and storm sewer system. Due to the amount of work which has been completed by the City of Fernie, there are no known direct connections between the sanitary and storm sewer systems.

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DATE: 2009-03-13 CITY OF FERNIE 1:20,000

Legend (! Sanitary Manhole Future Trunk Main or Existing Sewer Main Unsewered Lots Possible Future Service Areas Municipal Boundary Lot Right of way

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THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE 4.2 INFORMATION SHOWN ON THIS DRAWING TO LOCATE & ESTABLISH THE PRECISE LOCATION OF ALL EXISTING

U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 4-2 Ex Sewer System.mxd Last revised by: jcrosman on 3/13/2009 at 8:39:51 AM 8:39:51 jcrosman on 3/13/2009 at revised by: Last System.mxd 4-2 Ex Sewer U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig INFORMATION WHETHER SHOWN OR NOT.

Table 4.1: Summary – Age of the City of Fernie’s Sewer Mains

Year Range Length of Pipe (m) Contribution to System (%)

1998 – 2007 7,576 15.7

1988 – 1997 4,139 8.6

1978 – 1987 16,472 34.2

1968 – 1977 9,533 19.8

1958 – 1967 1,883 3.9

1920 – 1957 8,530 17.7

Total length of pipe 48,133 -

The sanitary sewer lines are flushed on a 3 year rotation, with areas which have been identified as problematic being flushed on a monthly basis. The materials from the flushings remain in the system and are transported to the sewage treatment plant. The maintenance program for the sanitary sewer lines includes camera work, inspection for root damage and an annual manhole inspection. There are two river crossings along the alignment of the sewer main to the sewage treatment plant. These river crossings are surveyed every spring and fall.

4.3.1 Treatment

The sewage treatment plant which serves the City of Fernie was constructed in 1993 at its present location, approximately 8 km to the south east of the City. The sewage treatment plant is situated on the north bank of the Elk River, in the flood plain. The setback from the closest part of the sewage treatment plant to the river is approximately 70 m.

The frequent need for direct discharge to the Elk River resulted in the identification of upgrades which had three main aims:

 To improve treatment;

 To improve the infiltration capabilities of the rapid infiltration basins; and

 To increase storage which will manage the excess flows which are received during a storm or melt event.

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Funding was received from the BC government for the completion of the proposed upgrades. As a result modifications were started at the sewage treatment plant in 2006 and will be completed in 2009. Once these modifications are complete, the City’s sewage treatment plant will consist of the following components, in series (however, by-pass piping is available around each lagoon):

 Headworks;

 Flow measurement;

 A new 12,771 m3 complete mix lagoon;

 A new 41,500 m3 aerated lagoon, which will be aerated by sub-surface diffusers;

 A second partial mix aerated lagoon (78,630 m3), which is aerated by newly installed subsurface fine bubble membrane diffusers;

 One shallow facultative lagoon;

 Four rapid infiltration basins;

 A new blower building;

 An outfall to the Elk River.

As a result of the above upgrades, the sewage treatment plant will be able to treat up to 8,000 m3/d, as the average annual design flow, in comparison with the capacity of 5,000 m3/d, which was the design flow prior to the upgrades. The original sewage treatment plant is shown in Figure 4.3 with the new sewage treatment plant lay-out shown in Figure 4.4.

The plant is designed to achieve an effluent quality of BOD5 < 35 mg/L and TSS < 35 mg/L at an average dry weather flow of 8,000 m³/d and a peak flow of 20,000 m3/d. The high design peak flow is due to the large incoming flows as a result of inflow and infiltration. The upgrades have been designed for TSS and

BOD5 removal only. There was no inclusion for the reduction of ammonia, nutrients and pathogen, as per the environmental impact study.

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DATE: 2009-03-13 CITY OF FERNIE 1:5,000

Legend Direction of Flow

Aerated Pond

Facultative Lagoon

RI Basins

Outfall ORIGINAL SEWAGE TREATMENT PLANT

FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE INFORMATION SHOWN ON THIS DRAWING TO LOCATE & 4.3 ESTABLISH THE PRECISE LOCATION OF ALL EXISTING INFORMATION WHETHER SHOWN OR NOT. U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 4-3 Overview STP.mxd Last revised by: jcrosman on 3/13/2009 at 8:37:59 AM 8:37:59 on at revised by: jcrosman 3/13/2009 Last STP.mxd Overview 4-3 U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig LIQUID WASTE MANAGEMENT PLAN °

DATE: 2009-03-13 CITY OF FERNIE 1:5,000

Aerated Lagoon #3 Complete Mix Lagoon #1

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RI 1 Aerated Lagoon #2 RI Basins

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RI 3

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FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE INFORMATION SHOWN ON THIS DRAWING TO LOCATE & 4.4 ESTABLISH THE PRECISE LOCATION OF ALL EXISTING INFORMATION WHETHER SHOWN OR NOT. U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 4-4 STP Upgrades.mxd Last revised by: jcrosman on 3/13/2009 at 8:36:27 AM on 3/13/2009 at 8:36:27 by: jcrosman Last revised STP Upgrades.mxd 4-4 U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig

4.3.2 Sewage Treatment Processes

.1 Headworks

The headworks consists of a bar screen located at the main lift station, approximately 8 km away from the sewage treatment plant. The bar screen is automatic and operates on a timer to remove all non- putrescrible (plastics, wood, etc.) materials that are larger than 19 mm in size. These materials are lifted with a rake mechanism to a hopper. The screenings are bagged and removed to the landfill at Sparwood. Approximately 60 L of screenings are collected each day. Any material that is disposed to landfill incurs a tipping fee.

.2 Flow Meter

There are no flow meters at the sewage treatment plant. The flows to the sewage treatment plant are measured at the main lift station and the Riverside lift station. The combined flows from these two locations are used to manually calculate the total flow which is directed towards the sewage treatment plant. There is no meter located at the discharge of the sewage treatment plant and there is no individual measurement of the flows which are directed to the Elk River and the RI basins. A new flow meter is being installed at the main lift station as part of the upgrades which are currently being undertaken. These upgrades will be completed in early 2009.

.3 Complete Mix Lagoon – Cell #1

On entering the sewage treatment plant, flows are directed to the complete mix lagoon. The complete mix lagoon is designed to reduce BOD5 from a design influent concentration of 200 mg/L to 107 mg/L. The complete mix lagoon was constructed as part of the 2006 upgrades and has an approximate volume of 12,771 m3, based on a water depth of 5.3 m, with a 1 m freeboard. Under average design flows, this cell will provide a retention time of 1.6 days. The lagoon is a poly-lined earth basin that is aerated/mixed by 132 sub-surface fine bubble membrane diffusers, located above the flat bottom of the lagoon. The aeration system is designed to maintain a dissolved oxygen concentration of at least 2 mg/L. These conditions support aerobic micro-organisms that biologically reduce the organic matter or biochemical oxygen demand (BOD5).

.4 New Aerated Lagoon – Cell #2

Flows are directed from the complete mix lagoon Cell # 1 to the aerated lagoon Cell #2, which is designed to reduce BOD5 concentrations to 60 mg/L, under design flows. The aerated lagoon was constructed as part of the 2006 upgrades and has an approximate volume of 41,500 m3, based on a

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water depth of 5.3 m, with a 1 m freeboard. Under average design flows, this cell will provide a retention time of 5.2 days. The lagoon is lined with a poly-liner and will be aerated by sub-surface fine bubble membrane diffusers, which should be installed in 2009. The aeration system is designed to maintain a dissolved oxygen concentration of at least 2 mg/L.

.5 Old Aerated Lagoon – Cell #3

This is the last aerated biological treatment lagoon, which is designed to reduce BOD5 to an effluent concentration of less than 35 mg/L. The aerated lagoon was constructed during the upgrades which were completed in the early 1990’s and has an approximate volume of 78,630 m3, based on a water depth of 4.3 m, with a 1 m freeboard. Under average design flows, this cell will provide a retention time of 9.8 days. The lagoon is an earthen basin. In December 2008, the aeration system to the lagoon was commissioned and now consists of 114 sub-surface fine bubble membrane diffusers in order to maintain aerobic conditions. The aeration system is designed to maintain a dissolved oxygen concentration in this lagoon of at least 2 mg/L. Depending on the operation of the sewage treatment plant under different conditions, the aeration system may need to be tapered towards the outlet of Cell #3 to allow settlement of solids.

.6 Facultative Lagoon

The facultative pond was part of the original sewage treatment plant, and has been retained as a part of the sewage treatment process during the 2006 upgrades. The pond is shallow (approximately 2 m of water depth) has an approximate volume of 24,400 m3 and is an earthen basin. The sedentary nature of this pond can result in the growth and accumulation of duckweed, a phenomenon which is often observed in facultative lagoons. While duckweed can enhance effluent quality, it can become a nuisance, resulting in increased effluent solids and malodours due to anaerobic conditions below the thick duckweed surface layer. A deterioration in effluent quality may also occur at the end of the warmer months, due to the duckweed die-off. After die-off, the plant will fall to the bottom of the lagoon, contributing to solids accumulation. This not only increases the frequency of desludging but can compromise the active volume of a lagoon.

The facultative lagoon can be used to provide additional treatment if desired. However, it also has the potential to degrade effluent quality if algae or duckweed proliferate in the lagoon. The operators will need to monitor the effluent quality from Cell #3 and from the facultative lagoon to determine whether the facultative lagoon should be included prior to effluent discharge to the RI basins. A hand-held turbidimeter would be a good tool to use for monitoring – the treatment process lagoons that generate the lowest turbidity should be used prior to the RI basins.

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The facultative lagoon is not ideally located to precede discharge into each RI basin. The only way to have all flow pass through this lagoon before discharge into all of the RI basins is to open the cross-over pipes between each RI basin and allow the flow to move consecutively through RI 1, 2, 3 and 4. This approach is not recommended, based on the standard operation of an RI basin.

.7 Blowers and Electrical Building

The electrical building and blowers were constructed as part of the 2007 upgrades. All 3 of the 175 Hp blowers which are used to aerate Cells #1, 2 and 3 are housed in weather proof enclosures on concrete housekeeping pads. The blowers were installed in 2007 and it is intended that the blowers will operate in rotation, with two in operation and one standby. It may be that, at current flows, one blower is sufficient to provide the necessary air for biological treatment. There is no stand-by power on site. The blowers and aeration system were commissioned in to service in December, 2008. It is estimated that the operational costs of the blowers will be in the order of $60,000/year unless the aeration system is optimised to accommodate increase oxygen demands during peak periods.

4.3.3 Effluent Discharge

The primary method of effluent discharge is intended to be to ground via the rapid infiltration (RI) basins. Under conditions of high groundwater, when the RI basins are unable to operate at the normal design capacity, there is an outfall to the Elk River. Both of these methods of discharge are summarised below. The effluent discharge locations (RI basins and river outfall) are shown in Figure 4.4.

.1 Rapid Infiltration Basins

The rapid infiltration basins were modified as part of the recent upgrades to the sewage treatment plant. The following modifications have been completed:

 Amalgamation of three of the original RI basins to form a single RI basin (named RI #1). The material in this basin was excavated to a depth of 1 m and replaced with approximately 150 mm of sand from a pit in Elko.

 Refurbishment of RI #2, including excavation and removal of 1 m of the material from the bottom. New sand from a pit in Elkford was added to the bottom of the RI basin, to a depth of 150 to 200 mm.

 Construction of two new RI basins (RI #3 and RI #4), containing 200 to 300 mm of sand from a pit in Elkford.

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Table 4.2 summarises the properties of the RI basins. The volume is the maximum volume which is available for storage, assuming 0.6 m of freeboard.

Table 4.2: Summary of Rapid Infiltration Basins

RI Basin Reference Approximate Area (m2) Approximate Volume (m3)

RI 1 24,000 45,290

RI 2 13,000 23,601

RI 3 18,000 43,252

RI 4 16,000 32,268

As there have been changes to the RI basins as a result of the recent upgrades, a new operation and maintenance schedule is in the process of being developed for the RI basins. Typically RI basins in the Interior BC operate under different summer and winter protocols. During the summer months, it is typical for the RI basins to be operated in rotation, with only one basin at a time being flooded with effluent. The remaining basins are allowed to dry and drain as part of the resting period. A biofilm layer does build up on the surface of the RI basin during the flooding period. Therefore, the dry surface of an RI basin needs to be scarified after a number of wet-dry cycles. In addition, deep scarification will be required to ensure that the underlying material does not become compressed or compromised. The frequency of deep scarification is dependent on a number of factors, including the rate of build up of biofilm. A frequency of at least 3 times/year should be planned for scarification: one after winter, one half way through the summer and one just before the winter.

During the winter, freezing of effluent is a concern. Therefore, the effluent should be applied continually to one or more basins throughout the winter. This prevents the water level from dropping in the operational basin, which would result in the freezing of effluent in the sand medium. If freezing occurs, infiltration is not possible.

The summer and winter operation modes, plus maintenance frequency will be outlined for the City of Fernie RI basins once the construction at the sewage treatment plant has been completed.

At times the sewage treatment plant experiences excessive hydraulic loading due to inflow and infiltration. These events typically occur under conditions of snow melt or a heavy rainfall event. When these conditions are experienced, the excessive flows cannot be discharged through the rapid infiltration basins. This is a factor of the volume of run-off which has been received and a reduced capacity of the

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rapid infiltration basins, due to high groundwater and surface water conditions. In these situations, the alterative method of discharge is used, whereby a proportion of the effluent by-passes the rapid infiltration basins and is released directly to the Elk River. A summary of the discharge to the Elk River is outlined below.

.2 Outfall to the Elk River

As indicated in Section 4.2.1 above, a direct discharge to the Elk River is allowed under the permit. In this case the effluent is taken from a point by the RI basins. The sewage has passed through all aerated treatment processes at the sewage treatment plant prior to discharge. The outfall is a 350 mm diameter single pipe which terminates at the bank of the Elk River. The outfall is an open pipe, not a diffuser, but does have a valve which prevents the backflow of water from the Elk River during times of high river flow/when the outfall is not being used. The location of the outfall is not conducive to mixing in the Elk River and, when the lower river flows are experienced, the flow from the outfall forms a channel which hugs the northern river bank. Figure 4.5 indicates the pathway of the effluent after discharge during periods of lower river flow.

The need for and duration of the river discharge as a result of by-passing the RI basins can vary, but is typically a factor of the melt/storm periods. The frequency of direct river discharge from 2001 to 2007 is summarised in Table 4.3, and has been increasing significantly over the last few years. For each by-pass event, the BC Ministry of Environment has to be notified prior to initiating the direct river discharge. Such an event also requires notification of the public and additional monitoring/reporting (Section 4.2.6).

Table 4.3: Summary of Direct River Discharge Events

Date Number of River Discharge Events Total Number of Days

2001 1 5

2002 1 13

2003 2 >15

2004 6 90

2005 5 >69

2006 8 >55

2007 7 >50

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DATE: 2009-03-13 CITY OF FERNIE 1:5,000

Outfall

Effluent Pathway OUTFALL LOCATION AND EFFLUENT PATHWAY

FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE INFORMATION SHOWN ON THIS DRAWING TO LOCATE & 4.5 ESTABLISH THE PRECISE LOCATION OF ALL EXISTING INFORMATION WHETHER SHOWN OR NOT. U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 4-5 Outfall and Effluent Pathway.mxd Last revised by: jcrosman on 3/13/2009 at 8:33:58 AM at 8:33:58 Last revised by: jcrosman on 3/13/2009 Pathway.mxd and Effluent 4-5 Outfall U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig

4.3.4 Monitoring Requirements

Monitoring of the effluent quality and receiving environment is required under the conditions of the permit. The monitoring requirements are summarised below.

For the effluent, flow must be measured in a manner which will record the total discharge over a 24 hour period. Effluent samples must be analysed for TSS and BOD5 once monthly. Ground water monitoring is required under the existing BC Ministry of Environment permit. There are four monitoring wells – one background well and three down-gradient wells. Monitoring is required for each well once every three months for chloride, ammonia, nitrate, nitrite, total dissolved phosphorus, sodium, total coliforms and faecal coliforms.

Additional monitoring is required under the permit for events when there is a direct discharge to the Elk River. During a period of direct river discharge, samples are taken from the effluent and the Elk River, one upstream and one downstream site throughout the duration of the discharge. These samples are to be analysed for the following parameters: pH, temperature, dissolved oxygen, TSS, nitrate, nitrite, ammonia, total nitrogen, orthophosphate, total phosphorus, faecal coliforms, E. coli and Enterococci. In addition, the effluent is to be analysed for BOD5 and toxicity (based on an LC50 96 hour rainbow trout bioassay). The frequency of monitoring is determined by the BC Ministry of Environment.

The locations of the river and ground water monitoring sites are shown in Figure 4.6. It is estimated that the distance from the natural boundary of the Elk River to the monitoring wells is:

 Well 1 (background) approximately 440 m.  Well 2 (down-gradient) approximately 120 m.  Well 3 (down-gradient) approximately 115 m.  Well 4 (down-gradient) approximately 130 m.

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DATE: 2009-03-13 CITY OF FERNIE 1:5,000

Background Well 1 2!!

Effluent Sample Site

Elk River Upstream Down-gradient Well 2 ®"! J" Down-gradient Well 3 Outfall ®"! Down-gradient Well 4 ®"!

Elk River Downstream MONITORING LOCATIONS

FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE INFORMATION SHOWN ON THIS DRAWING TO LOCATE & 4.6 ESTABLISH THE PRECISE LOCATION OF ALL EXISTING INFORMATION WHETHER SHOWN OR NOT. U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 4-6 Monitoring Locations.mxd Last revised by: jcrosman on 3/13/2009 at 8:31:48 AM 8:31:48 on 3/13/2009 at by: jcrosman Last revised Monitoring Locations.mxd 4-6 U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig

4.3.5 Sludge/Biosolids

As the City’s process is a lagoon based system, waste solids accumulate over an extended period of time. Therefore, sludge/biosolids have been accumulating in the original aeration pond and facultative pond since the 1993 upgrades. Neither of these ponds have been desludged, but it is intended that the old aerated lagoon will be desludged as part of the current upgrades. The desludging is scheduled to occur in 2009, using the geotube method. The dewatered sludge will remain on site for an extended period of time to allow additional moisture loss before being transported off-site.

For a lagoon based system, it is not unusual for desludging to occur as infrequently as once every 15 to 20 years.

4.3.6 Septage

As most of the residential and commercial properties are connected to City sewer, minimal septage is produced within the City limits. Trucked wastes in the area typically originate from activities in the neighbouring Regional District (East Kootenay Regional District), and would largely consist of wastes from domestic septic tanks. These wastes are not received at the City’s sewage treatment plant, but the Regional District has expressed interest in a septage facility being developed at the City’s sewage treatment plant. Historically, the City has been reluctant to receive such wastes due to concerns relating to the potential for impacts on the sewage treatment plant. In addition, the City has been exceeding its permit with regards to the large incoming volumes which originate from inflow and infiltration, not sewage flows. This further increases the reluctance to accept additional flows at this point in time.

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5.0 DEFINING THE PROBLEMS

5.1 Introduction

In order to prepare a list of solutions, it is first necessary to clearly define the problems or issues that need to be addressed. The problems/issues to be discussed are as listed below:

.1 Regulatory Pathway;

.2 Unsewered Areas;

.3 Expansion of Services and/or Boundary;

.4 Flows;

.5 Sewer System Capacity – Collection, Treatment and Discharge;

.6 Effluent Criteria;

.7 Septage;

.8 Sludge/Biosolids;

.9 Sewer By-law.

Each of these problems/issues are discussed in some detail below.

5.2 Regulatory Pathway

If a municipality is operating under a permit issued by the BC MoE, this permit may be amended if minor changes are being implemented at the sewage treatment plant. However, as in the case for the City of Fernie, if major upgrades are required, the permit cannot be amended and the facility must undertake a LWMP or register under the Municipal Sewage Regulation (MSR). For registration under the MSR, all conditions of the regulation must be met, and the discharger must complete an environmental impact study to determine effluent criteria and address health and environmental concerns.

It is known that the City will be unable to meet all the requirements of the MSR without completing extensive work on the existing system. This includes:

 Sub-surface travel time of effluent after discharge to the RI basins (suspected that it is less than 10 days to the property boundary).

 High flows (inflow and infiltration control, combined sewer system and sanitary sewer overflow requirements).

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 Effluent discharge requirements to the river in the case that a long-term river discharge is implemented as standard operational procedure.

On a Federal level, the management of municipal sewage is being dealt with by the Canada-wide Municipal Wastewater Strategy. This Strategy focuses on discharges to surface waters, but is only the first step in a country-wide approach to sewage. Subsequent steps will likely include discharges to ground, effluent reuse and biosolids management. The Canada-wide Municipal Wastewater Strategy for the discharge of effluents to surface water has been finalised and was signed off by the Canadian Council of the Ministers of the Environment in February, 2009. The Strategy will be the basis of a new wastewater regulation, to be developed under the Federal Fisheries Act. The draft regulation has been published and will be finalised after a period for comment.

Although the City of Fernie discharges to ground, the implications of the Canada-wide Municipal Wastewater Strategy will need to be considered if river discharge becomes the focus for the City’s effluent. The Strategy does also include intermittent discharges. Given the periodic river discharge events for the City of Fernie, there is the need to confirm whether the Strategy would apply to the City under the existing discharge patterns. As a result of the Canada-wide Municipal Wastewater Strategy, effluent standards will be developed for discharges to surface water. The Strategy indicates that the standards will be 25 mg/L for TSS and carbonaceous BOD5 (as an average effluent concentration measured over a defined period of time). The new upgrades are for the effluent TSS and total BOD5 to be less than 35 mg/L.

5.3 Unsewered Areas

There are 11 unsewered properties within the City of Fernie boundary. These properties are on large lots and there is no indication of concerns with the integrity of these systems. However, it is the intent for these properties to be eventually connected to the City sewer. Once these lots are connected to the City sewer, they will contribute additional flow to the system.

5.4 Expansion of Services/Boundary

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sewage from non-incorporated areas. The community of West Fernie is the largest area which may be incorporated into the City in the future, and consists of approximately 460 residents and 210 dwellings.

The community of West Fernie is currently served by single residence on-site systems, which consist of a septic tank and disposal field. An on-site septic system disposes of the resulting effluent to ground, which relies on infiltration through soils. There are concerns regarding the integrity of these systems given that the typical age is between 20 and 40 years old. In addition, these septic systems and fields are likely to be unable to meet current regulatory requirements (BC Sewerage System Regulation, which was last amended on November 23, 2007), which have been enacted since their original construction. The Interior Health Authority has indicated that some of these systems will have been repaired, but have no records of any such notification of repairs. In the case where replacement is required, some of the lots have insufficient area to accommodate a new septic system.

There are also concerns with the West Fernie area and low elevation (located below the 20 and 200 year flood levels) or close proximity to the Elk River. Under conditions of high groundwater levels, the infiltration capacities of the soils are reduced. This affects the disposal rates of the on-site sewage systems and can result in failure of the septic system and the emergence of poorly treated effluent at break-out points, such as the toe of a slope, ditches, etc. This raises both environmental and health concerns. Health is of a particular concern as people can come in direct connection with poorly treated or raw sewage. The occurrence of malodours is also a common problem associated with the break out of septic effluents. There is also a concern that the liquids from the failing septic systems in the West Fernie area could enter the potable water system, e.g. through migration into a drinking water aquifer or via cracked or broken water mains.

In addition to the interference of high groundwater levels and the infiltration capacities of septic fields, there are additional problems relating to the inundation of low-lying properties, especially basements which were constructed below the high water level. When properties become flooded, the measures that are taken often rely on pumping and release of water to the ground, ditches or nearby natural surface waters. In some cases, these flood waters can be discharged to storm or sewer systems. While the pumping of these waters has the appearance of alleviating the immediate problem (i.e. water in the basement), this is not always the case as there is often no route to completely remove the water due to the nature of a flood. In addition, pumping of flooded basements does not contribute to addressing the problem in the long-term. Therefore, under the next conditions of high ground or surface waters, properties will flood again.

The management of small on-site septic systems in unincorporated areas is under the jurisdiction of the local Health Authority. The Interior Health Authority has raised concerns regarding the age and integrity

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of the on-site sewer systems in the West Fernie area. There are also concerns that some lots will be unable to accommodate a replacement septic field. Although it is not incorporated into the City, the community of West Fernie is currently connected to the City water supply and there is the expectation that connection to the City sewer will be completed in the future.

5.5 Flows

5.5.1 Flows Received at the Sewage Treatment Plant

Table 5.1: Flow Data Summary (2001 to September 2007)

Average Dry Total Annual Flow Annual Average Maximum Day Year Weather Flow (m3/annum) Flow (m3/d) Flow (m3/d) (m3/d)

2001 1,362,583 3,733 6,192 3,400 2002 1,743,224 4,789 32,431 3,500 2003 1,536,297 5,004 15,218 4,100 2004 1,425,732 4,675 12,355 3,900 2005 1,799,267 5,387 20,491 5,100 2006 1,906,282 5,223 17,975 4,600 2007 - 5,836 19,911 4,200

The flows are recorded at the main and Riverside lift stations. The current average annual flow is in the order of 5,200 m3/d (based on the full data set for 2006), which exceeds the permit discharge requirements of 4,500 m3/d. The maximum daily flow has also exceeded the permit on occasion. The volume of water which can enter the sewers under I/I events can be so extreme as to result in the inability for the flow meters to measure accurately the incoming volumes. The peak flows tend to be in the order of 15,000 to 20,000 m3/d, but have been known to reach over 32,000 m3/d in very extreme events such as those that occurred in January, 2002. The average dry weather flow was calculated for each year based on periods of time when stable low flows were observed at the sewage treatment plant. This is typically for the months of July, August, September and October for the City of Fernie. Based on

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the most recent data, the average dry weather flow is in the order of 4,200 m3/d. The frequency of the events when the permit flows are exceeded are summarised in Table 5.2.

Table 5.2: Summary of Permit Exceedences (2001 to September 30, 2007)

Permit Exceedences Year Average Annual Flow Maximum Daily Flow (#)

2001 No 0

2002 Yes 3

2003 Yes 2

2004 Yes 0

2005 Yes 5

2006 Yes 4

2007 - 7

Using the flow data presented above and the population estimates presented in Section 3.5, per capita flows can be calculated for the City of Fernie. The current and projected per capita flows are summarised in Table 5.3. For the current flows, the per capita usage is 747 L/person/day for average dry weather flow conditions and 3,448 L/person/day for maximum daily flows. These projected usages are very high for a community. It is normal to see a per capita usage between 250 and 450 L/person/day, with the lower value being representative of a system that has very little influence from inflow or infiltration (I/I). Under dry weather flow conditions, it is likely that around 300 L/person/day is entering the City’s system as a result of I/I. The maximum day flows indicate that the per capita flows increase by 4.5 times that experienced during dry weather conditions. The MSR indicates that the maximum average daily flow during a storm or snowmelt event must not exceed 2.0 times the average dry weather flow.

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Table 5.3: Current and Projected Per Capita Flow Estimates for the City of Fernie

Average Dry Weather Flow Maximum Day Flow Year Population Flow Per Capita Flows Flow Per Capita Flows (m3/d) (L/person/day) (m3/d) (L/person/day)

2008 5,774 4,200 747 19,911 3,448

2028 7,343 5,500 747 21,200 2,887

In Table 5.3, flow estimations have been made for the 20 year horizon. These estimations assume the following:

 West Fernie is connected to the sewer system, and there has been some development as a result of the lack of constraints between lot size and the need to accommodate on-site sewage treatment and disposal systems.

 There are no changes in the per capita flows calculated for dry weather conditions.

 There is no directly corresponding increase in the maximum day flow as a result of all new connections being installed in a manner which will not result in an increase in I/I.

Based on these assumptions, it is estimated that in 20 years, the average dry weather flow will be approximately 5,500 m3/d.

The relationship between the flows received at the sewage treatment plant and environmental conditions has been summarised through a review of sewage treatment plant flows, precipitation data and river flows. These data are summarised in Appendix F for a five year time period from 2001 to 2006. Fernie is subject to short-term rapid temperature rises in January and February, sometimes combined with heavy rainfall. The combination of rain and rapid snowmelt does result in an increase in the sewage treatment plant flows. For example, in January 2002, a dramatic example of a rapid flow increase (800%) over one day, compared with what is normally received at the sewage treatment plant. The month of January is a month when these high flow events typically occur. The events in the month of February tend to be less pronounced and, in the worst case, are double the monthly average for the normal sewage flows. The other period of significant excursions is the April/May period, as a combination of rain and snowmelt. These excess flows are typically up to three times the monthly average, but appear to last longer than those experienced in the winter months. The periods of excess flows in the spring can often last up to 4 to 5 days.

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Summer rainstorms also result in an increase in the flow at the sewage treatment plant. Flows received at the sewage treatment plant can increase by up to two times the monthly average. The periods of increased flow in the summer months are generally short-lived (3 to 4 days). Some years however, heavy rain in November has produced flows in excess of three times the monthly average, with increased flows lasting for a week or more.

Figure 5.1 shows a typical hydrograph for the Elk River. Low flows are experienced during the winter months, with the onset of the spring freshet during April. The flows in the Elk River peak in May/June at rates ranging from 139 m3/s to 289 m3/s, although some data indicate that the flows can even exceed these rates (e.g. flows of 368 m3/s in June, 2002). The flows start to decline in the late summer/early fall (August/September), although an increase in the flows can occur during the fall period as a result of a fall freshet. The occurrence of a fall freshet is common in rivers in the Interior of BC, but, unlike the spring freshet, may not occur every fall. These peak flows during the fall freshet can be in the order of 116 m3/s and are due to intense fall rains. The lowest flows are in January and February, and typically equate to an approximate flow of 14 m3/s, as the average monthly flow with a low daily flow in the order of 6 m3/s. The average daily discharge for the Elk River is in the order of 50 m3/s.

Figure 5.1: Typical Discharge Flows for the Elk River near Fernie

400

350 Maximum Average 300 Minimum

250

/sec) 3 200

Flows (m 150

100

July May June April March August January

October February December November September Month

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There is a close relationship between the flows for the Elk River and those recorded at the sewage treatment plant. This includes the peak flows during the summer freshet and the shorter duration peaks during the fall freshet period. The close relationship between the river and sewage treatment plant flows does not necessarily indicate that the two are directly connected, but rather indicates that these water resources are influenced by the same environmental factors (e.g. snow melt, ambient temperatures and precipitation).

During the events in the summer and fall when elevated flows are received at the sewage treatment plant, the data in Appendix F indicate that the sewage treatment plant flows are typically under 10,000 m3/d, and that the period of high flows are usually relatively short lived. Therefore, the high flows received at the sewage treatment plant during the summer and fall are typically below the maximum of 13,600 m3/d, as stipulated in the permit.

However, during the spring and some winter events, the flows received at the sewage treatment plant can be in excess of the maximum daily flow stipulated in the permit. These events can last for an extended period of time, and are the result of several factors coinciding: rapid thaw after a period of snow accumulation, extended rainfall periods, etc. The weather conditions result in increases in flows both at the sewage treatment plant and in the Elk River. Therefore, the need to release high volumes from the sewage treatment plant is during a time when there is a high dilution potential in the receiving environment. The late spring excursions often have a dilution potential in excess of 1,000:1 in the Elk River.

The per capita flows for the City of Fernie are high, compared with other communities. This elevated flow is likely due to inflow and infiltration, which increases in volume during periods of rain, snow melt or high groundwater conditions. The elevated flows will impact the City’s sanitary collection system, treatment and effluent discharge.

5.5.2 Flow Reduction

The sewage treatment plant receives inordinately high flows under certain conditions. These high flows are believed to be derived from inflow and infiltration. These flows create problems for treatment and discharge.

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5.5.3 Infiltration/Inflow

.1 Definitions

Infiltration: Water entering a sanitary sewer system, including building sewers, from the ground through such means as defective pipes, pipe joints, connections, or manhole walls. Infiltration is essentially clean water entering the sewer system from and through the ground.

Inflow: Water discharged to a sanitary sewer system, including service connections, from such sources as roof leaders. Inflow is essentially clean water entering the sanitary sewer system “from the top” or directly through a pipe.

Infiltration and Inflow (I/I): A combination of infiltration and inflow which has the effect of using up the capacities of sewer systems and facilities. I/I is essentially clean water from whatever source entering sanitary sewer lines. I/I occurs in virtually all sewer collection systems. It is especially relevant to older sewer collection systems, like the City of Fernie’s.

.2 General Background to Inflow/Infiltration Issues

It is known that inflow and infiltration impacts the City of Fernie’s sewer system and sewage treatment plant operation. Inflow is defined as water that is discharged to a sanitary sewer system from the following sources:

 Roof leaders;

 Cellar, yard, and area drains;

 Foundation drains;

 Sump pumps;

 Cooling water discharges;

 Drains from springs and swampy areas;

 Manhole covers;

 Improper connections from storm sewers, combined sewers and catch basins;

 Storm waters;

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 Surface run-off;

 Street wash water; and

 Drainage.

The input of I/I into a sanitary sewer system will use up the capacity of the sewer system and treatment/discharge facilities. This capacity is absorbed by clean water which needs very little, if any, treatment, compared with sewage which requires significant treatment before discharge. I/I occurs in virtually all sewer collection systems. It is especially relevant to older sewer collection systems because:

 Older pipe materials were not amenable to watertight jointing methods. Joints typically occur between pieces of mainline pipe, where service pipes enter the mainline, where mainline or service pipes enter manholes and between pieces of service pipe.

 Quality of workmanship and testing were generally lower.

 Less attention was paid to what was connected into the sanitary sewer.

 Technology did not exist to maintain pipe installation quality in "difficult" soil conditions (typically in high groundwater conditions). In some cases even the joint sealant, which were available, were deleted to make laying easier.

There are a number of reasons why it is important for communities to address issues relating to I/I. First, excessive I/I impairs the performance of the treatment and discharge system and can cause sewer collection system overflows. It is becoming more generally accepted that ignoring such effects is not environmentally acceptable. Second, in the short term, the excess flows cause additional labour and material costs as the operators struggle to “do the best they can” in the face of excess flows. Third, the City’s existing permit contains maximum acceptable flows which may be discharged. If the permitted discharge flows are exceeded, the City is open to action from the regulatory authorities.

On going excess flows from leaking fixtures etc. utilize capacity in the collection, treatment and discharge system which could otherwise accommodate new growth. Failure to address this aspect of I/I will result in premature excess costs to expand the existing facilities.

In the past, acceptable levels of I/I were generally governed by “guidelines.” However, the trend throughout North America is clearly towards the regulation of acceptable levels of I/I independent of the possible effects on treatment efficiencies or sewer overflows. As this trend continues, ultimately the City may be required to address the I/I issue, even if the treatment plant and discharge have been sized to

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accommodate the excess flows. Once regulated, there is also a tendency over time for that regulation to become more stringent.

The Municipal Sewage Regulation requires control over I/I so that the maximum average daily flow during storm or snowmelt events does not exceed 2.0 times the average dry weather flow within a 5 year period. This clause of the Municipal Sewage Regulation can only be exceeded through the development of a program by which I/I can be managed. The Municipal Sewage Regulation indicates that a management plan for inflow and infiltration can be achieved through a Liquid Waste Management Plan, and this is the route which has been recommended by the BC Ministry of Environment for the City of Fernie.

There is an additional implication for the City of Fernie and the management of I/I. This relates to the award of infrastructure funding. These funds are typically managed by the BC government, which has stated that the likelihood of funding awards will be reduced if I/I is not being addressed by the applying community.

.3 The Role of Inflow and Infiltration in the City of Fernie

 Identify where the flows originate from;

 Determine the magnitude of the flows;

 Develop a strategic plan by which I/I can be reduced; and

 Reduce I/I flows.

Since 1978, significant work was completed to determine the integrity of the sanitary sewer network. This included flushing, TV inspection, flow monitoring and smoke testing. The results of this work indicated that there were many roof drains connected to the sanitary sewer system. The City is committed to removing these connections to reduce the amount of inflow. The majority of these connections were located in the older areas of the City (the Annex and Maintown) and have been removed from draining into the sanitary sewer. In 2006, additional dye testing was completed to assess

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if a further 30 properties were interconnected with the sanitary sewer. In the Annex and Maintown area, there are now only 17 properties which are known to have roof leaders connected to the sanitary sewer system. The owners have already been contacted regarding the disconnection of these properties.

Once the City implemented measures to significantly reduce the input of inflow to the sanitary sewer system, the focus moved to the management and reduction of infiltration. The magnitude of work that has been completed by the City to reduce I/I is summarised in Table 5.4.

Table 5.4: Summary of Work Completed by the City of Fernie to Manage Inflow and Infiltration

Date Work Completed Flushing, TV Inspection, Flow Monitoring and Smoke Testing conducted on entire 1978 Sanitary Sewer network. Rehabilitation work undertaken including main replacement, main relining, chemical grouting in mains and manholes, and manhole replacements were undertaken to reduce the influence of infiltration. 1980 316 m of pipe replacement, sealing of sewer mains, 164 manholes sealed, 600 m grease removal, 600 m of root treatment, 32 manhole rims raised, 270 manholes bolted, 11 catch basin disconnections. City of Fernie – Bylaw # 1370 (4) States: No owner or occupant of real property shall permit stormwater drainage to enter the City’s sanitary sewer system, where 1984 no connecting pipe to the City’s stormwater drainage system is provided, stormwater shall be dispersed from a parcel on the surface of the ground only. Downtown Roof Drain Diversion – Storm Main Installations and servicing of existing 1986 roof drain / sanitary connections. Ridgemont Sump Pump Survey – Household door to door reconnaissance 1992 investigation of roof leader and sump pump connections to sanitary service. Elk River and Coal Creek water level monitoring during freshet, and or other high 1995 to present flow times, in order to draw correlations with infiltration. Weather Record correlations in order to draw correlations with I/I. Sanitary Sewer Trunkmain and Siphon Upgrade – 1,340 m of 525 mm diameter PVC 1996 sewermain, 17 manholes, 130 m twin 250 mm diameter twin siphons (Elk River crossing). 1998 Sanitary Sewer System Analysis – Flow monitoring at main sewage lift station.

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Table 5.4: Summary of Work Completed by the City of Fernie to Manage Inflow and Infiltration (continued…)

Date Work Completed 2001 Ghostrider Service Commercial Area – Sanitary manhole rim elevation raising. Manhole flow monitoring Compound Weirs installed - April 18 to May 2, 2002. Site #1 – Pine Ave. and Ridgemont Drive (250 mm diameter pipe, MH#119, Site #2 – Main Lift Station (575 mm diameter pipe, MH#537), Site#3 – 4th St. 6th A Ave. (475 th th 2002 mm diameter pipe, MH#25, Site# 4- 4 St. 8 Ave. (360 mm diameter pipe, MH#164, Site #5 – 7th St.-5th 6th Ave. Lane (375 mm diameter pipe, MH#40). West Fernie Trunkmain Upgrade – Replacement of 700 m of 375 mm diameter AC Sanitary main with 600 mm diameter PVC. Piezometer Monitoring (Annex) – Testholes installed and groundwater level monitoring. 2003 City-wide Sump Pump Survey Questionnaire - Information regarding use of sump pumps, frequency of pumping, point of discharge, and comments were solicited. Roof Drain Connection to Sanitary – Dye Testing Investigation (downtown and 2003 to present highway corridor). Catchbasin Cross – Connection / Reconnection to Storm Sewer – (10th St. 9th -10th th th 2004 Ave. and 9t St. 8 -9 Ave.). Old High School Roof Drain Re-connection to Storm Sewer on 9th St. Manhole rim plugging to reduce surface inflow. 2005 to present Roof Drain Cross-Connection Investigation – Dye testing and Storm sewer service extensions. Storm sewer main extended in 1st -2nd Ave lane between 5th and 6th St. with storm 2006 sewer services provided to the Royal Hotel ( 501 1st Ave.) and Royal Canadian Legion (561 1st Ave), where previous connections to sanitary are disconnected. Storm sewer service provided to 351 5th Ave. where sump pump previously 2007 discharged groundwater to sanitary sewer service. City purchases 3 - area velocity flow monitors and begins data logging of flows in Manhole #s 52, 59, 630 on April 11th. Trends in flow versus precipitation events are 2008 charted for future analysis, and development of an inflow / infiltration reduction strategy. The flow monitoring locations were chosen with the intention of determining areas of major influence, where a more detailed focus can be initiated.

As indicated in Table 5.4, above, the City’s most recent initiative is a further assessment on the inflow/infiltration flows, using monitoring equipment located strategically throughout the City. The City

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has purchased meters which can be used to measure flows in the sewer system. In addition to this, further information can be collated through assessing the pump run times at the existing lift stations.

Areas which have been the focus for monitoring are summarised in Figure 5.2. Five sites were monitored during the 2002 Sanitary Sewer Flow Study (by Southwestern Flowtech and Environmental Ltd.). These sites were:

Site 1: Pine Avenue and Ridgemont Drive

Site 2: Lift Station Inlet

Site 3: 4th Street and 6th Avenue

Site 4: 4th Street and 8th Avenue

Site 5: 7th Street Alley between 4th and 5th Avenue

A further 6 strategic locations were identified in 2006 as potential locations where monitoring should be conducted (Figure 5.2). The completion of this monitoring will help in understanding the origin of the flows, which is still largely unknown. Once the flow magnitude and origins are known, this can be used to develop a strategic plan where I/I can be addressed in a logical and cost effective manner.

In the future, the City plans the following activities to further reduced I/I:

 Flow monitoring in manholes;

 Dye testing of suspect roof drain connections;

 Sanitary manhole rim inflow inspection;

 Sanitary manhole replacement;

 Sump pump investigations (follow up to the collated survey information);

 Sanitary main pipe camera inspection;

 Review of past rehabilitated pipes and manholes;

 Smoke testing program; and

 Storm sewer system extensions and servicing program.

Page 54 1043.0049.01 / February, 2010 U:\Projects_KAM\1043\0049\01\R-Reports-Studies-Documents\Final\2009-05-08-REP LWMP stage 1 final.doc LIQUID WASTE MANAGEMENT PLAN °

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!( I/I MONITORING LOCATIONS MONITORING I/I

FIGURE

THE ACCURACY & COMPLETENESS OF INFORMATION SHOWN ON THIS DRAWING IS NOT GUARANTEED. IT WILL BE THE RESPONSIBILITY OF THE USER OF THE 5.2 INFORMATION SHOWN ON THIS DRAWING TO LOCATE & ESTABLISH THE PRECISE LOCATION OF ALL EXISTING

U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig 5-2 Monitoring Locations.mxd Last revised by: jcrosman on 3/13/2009 at 8:25:09 AM jcrosman 3/13/2009 at 8:25:09 by: revised on Last 5-2 Locations.mxd Monitoring U:\Projects_KAM\1043\0049\01\D-Drafting-Design-Analysis\GIS\Project\Fig INFORMATION WHETHER SHOWN OR NOT.

.4 Current Situation

Although the City has reduced much of the known inflow to the system, the extent of I/I during critical periods remains extremely high. Based on the remediative work which has been undertaken by the City to reduce inflow, until recently it was assumed that the high flows were mainly as a result of infiltration with the events during the winter months being shorter in duration and the summer events being over longer periods. However, a review of the flow monitoring data from 2008 has indicated that inflow may still be problematic for the City of Fernie. The high flow events have negative impacts on the sewer system, including:

 The inability for full treatment due to the volumes of incoming water surpassing the hydraulic capacity of the sewage treatment plant. In addition, the incoming water is largely “clean” in nature and has a diluting effect on the raw sewage. This reduces the concentration of organic matter. The resulting low concentrations of organic matter can have a negative impact on treatment, as these low concentrations are normally inadequate to support microbiological growth.

 The micro-organisms may be "washed out" of the sewage treatment plant, which dramatically reduces the plant treatment efficiency. If there are insufficient micro-organisms present, it will be

difficult to achieve required BOD5 levels.

 The plant and/or the rapid infiltration basins may become hydraulically overloaded. The primary concern in this case is that the percolation rate is often lower than the volume of effluent which requires discharge. This requires by-pass to be put into operation, whereby the discharge is routed to the Elk River via the direct river discharge. In this situation, the need to by-pass is typically considered an “emergency measure”, although this has not been stipulated as such in the BC MoE permit. The frequency of direct river discharge is too high to constitute an emergency and the BC MoE has indicated concern regarding the frequency and duration of the river discharge periods.

From the standpoint of the LWMP it is not defensible to view these high flow events as "emergencies". They must be addressed one way or another.

5.6 Sewer System Capacity – Collection

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There are two locations where an overflow from the sanitary collection system to the Elk River may occur: The main lift station and a manhole located on 4th Street, however, the likelihood of an event occurring from either location is extremely rare. In either case, the overflow would only occur during extreme flood events, where the pumps in the lift station are unable to deal with the incoming flows or, in the case of the 4th Street manhole, the extreme flows in the sewer lines (e.g. > 20,000 m3/d) result in surcharging of the sewer line. Such overflows are used as an emergency procedure to prevent raw sewage from surfacing in areas where there is a high risk of direct public contact (e.g. roads, basements, etc.). For the main lift station, the flow is directed via an overflow to the Elk River. For the 4th Street manhole, the overflow is directed to the Elk River via a catch basin. The risk of overflow from a lift station is low due to standby power. In addition, the increase in capacity at the main lift station, due to the recent upgrades, will further reduce the risk of overflow from this location.

Although there are no concerns with the capacity of the collection system, the high I/I indicates that this system is leaking. The periods of high flows will also increase the risk that an overflow event may occur, which could result in members of the public coming into direct contact with raw sewage or a release of raw sewage into the Elk River. Any system capacity which is being used for I/I will detract from capacity which is available for future growth and development within the area which is served by the City.

5.7 Sewer System Capacity – Treatment

There are no data available on the performance of the upgraded sewage treatment plant, due to the timing of the completion of these upgrades. Therefore, the data presented in Table 5.5 relate to the original sewage treatment plant which consisted of a single aerated lagoon and a facultative lagoon for effluent polishing. The only quality standards which are required under the permit relate to the concentrations of BOD5 and TSS (< 45 mg/L and < 60 mg/L, respectively).

The effluent quality is summarised in Table 5.5, and represents a data set from 2000 to the summer of

2006. The data indicate that a good quality effluent is being achieved for both TSS and BOD5, and both of these parameters are in consistent compliance with the permit requirements. Out of the data set reviewed, there were four records of the BOD5 concentration being below the analytical detection limit, with the range during this time period being from < 10 mg/L to 25 mg/L. For comparison, data taken during a period when there was a significant input of inflow and infiltration, the effluent BOD5 concentrations ranged from 10 to 13.3 mg/L. For the 2000 to 2006 data set, the effluent TSS concentrations ranged from 10 mg/L to 50 mg/L. During this time, there was only one recorded event of an elevated concentration of TSS (50 mg/L). This is typical for a lagoon process, especially during the early spring after ice melt as a result of turn-over or an increase in algal activity. The recorded TSS concentration was still within the permitted discharge parameters. Again, as a comparison, the effluent TSS concentrations during a period of significant inflow and infiltration ranged from 5 to 18 mg/L.

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Table 5.5: Summary of Effluent Quality (2000 to 2006)

Parameter Units MinimumMaximum Average # of Samples

BOD5 mg/L < 10.0 25.0 14.3 13 TSS mg/L 10.0 50.0 23.9 14 Nitrate mg/L < 0.01 0.51 0.16 18 Nitrite mg/L < 0.05 0.17 0.05 17 Ammonia mg/L 2.9 17.9 10.1 20 Organic Nitrogen mg/L 0.1 8.7 4.1 14 Total Nitrogen mg/L 8.1 21.3 13.4 14 Orthophosphorus mg/L 0.09 2.04 1.13 14 Total phosphorus mg/L 1.05 2.81 1.58 14 pH - 6.8 8.1 7.4 12 Temperature oC 10.0 12.0 11.0 3 Dissolved Oxygen mg/L 2.4 11.0 6.5 3 Faecal coliforms counts/100 mL 1,900 13,000 5,579 13 E. coli counts/100 mL 1,500 22,000 5,988 12 Enterococci counts/100 mL 150 6,800 3,568 10

The effluent quality parameters are based on the data taken before the upgrades were started at the sewage treatment plant. These data indicate that there were no instances when the permit requirements

(45 mg/L BOD5 and 60 mg/L TSS) were exceeded. The upgraded facility has been designed to produce an effluent quality < 35 mg/L for both BOD5 and TSS. Under the Municipal Sewage Regulation, the effluent total BOD5 and TSS concentrations for a lagoon system are < 45 mg/L and < 60 mg/L, respectively (measured as maximum values). This is for a Class C effluent, discharge to ground, but also applies to a standard discharge to a flowing surface water, such as the Elk River. Under the CCME Municipal Wastewater Strategy (and also to be incorporated into the future Federal regulation), the effluent carbonaceous BOD5 and TSS concentrations for a lagoon system are both 25 mg/L, respectively (measured as average values), with additional allowances for TSS in lagoon systems if the increase is due to algal growth. This is based on a discharge to surface water. Based on these criteria, it is not anticipated that there will be any concerns in the future with the effluent quality (defined in terms of

BOD5 and TSS) from the City’s sewage treatment plant.

As disinfection is not required under the current permit, there can be elevated concentrations of faecal bacteria in the effluent. There is a natural die-off of faecal bacteria during the sewage treatment plant

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process, but the resulting concentrations are not representative of an effluent which has been disinfected through a controlled process.

Nitrogen and phosphorus are not regulated as part of the permit. The nitrogen in the effluent is mainly in the form of ammonia, with very low concentrations of nitrate and nitrite. This would be expected in a lagoon system that is not designed for nitrification (biological ammonia reduction). Periodic low concentrations of ammonia are recorded in the effluent at times of the year when nitrification is not expected due to the ambient conditions (namely low water temperatures). It is possible that these low concentrations are the result of effluent dilution with inflow/infiltration. The concentrations of total and orthophosphorus are low for a lagoon system. As with the ammonia concentrations, it is likely that the low average and minimum concentrations are a factor of dilution through inflow and infiltration. Approximately 70% of the phosphorus is in the form of orthophosphorus, or soluble reactive phosphorus. This type of phosphorus is readily biologically available and is the type of phosphorus which has a direct impact on algal growth.

5.8 Sewer System Capacity – Discharge

5.9 Effluent Criteria – RI Basins

The standard discharge from the City of Fernie sewage treatment plant is to ground via the rapid infiltration basins. As the groundwater flows towards the Elk River, the City’s monitoring wells are situated to represent one background site (Well #1) and three down-gradient sites (Wells #2, #3 and #4). Well #4 is located the closest distance to the rapid infiltration basins (approximately 20 m from rapid infiltration basin #4). Well #3 is located approximately 45 m from the rapid infiltration basins and Well #2 is the furthest distance, approximately 52 m. There is approximately 100 m between Well #2 and the Elk River. Although the distances may provide a relationship with respect to the quality of water in each well, the nature of the ground substrate and frequency of basin operation will also influence the measured concentration in the samples taken from the monitoring wells.

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Table 5.6 summarises the water quality for the samples from these wells. Ammonia is the predominant form of nitrogen in the down-gradient monitoring wells. This is consistent with the effluent characteristics. The concentration of ammonia decreases as the sub-surface distance from the rapid infiltration basins increases. This is likely due to the effect of dilution and dispersion, rather than the effect of biological ammonia reduction. There is no decrease in orthophosphorus with distance, with an increase in total phosphorus observed. This increase is likely to be the result of insoluble phosphorus from the surrounding soils passing through the well screens. This type of phosphorus occurs naturally in the environment. Very low concentrations of faecal coliforms and E. coli were observed to be present in all wells, with the lowest concentrations being in the background well. The highest concentrations were observed in Well #4, with the maximum on record being 28/100 mL for faecal coliforms and 10/100 mL for E. coli. The concentrations of chloride and sodium are consistent with what is anticipated for the wells. Lower concentrations are found in the background well with higher concentrations in the three down-gradient wells. This increase in concentration is from the effluent discharge to ground.

Table 5.6: Summary of Monitoring Wells Water Quality (1998 to 2006)

Parameter Background Well #2 Well #3 Well #4 Distance from RI 300 m 52 m 45 m 20 m Nitrate (mg/L) 0.93 0.083 0.233 0.030 Nitrite (mg/L) < 0.05 0.007 0.014 0.007 Ammonia (mg/L) 0.048 11.11 7.85 9.96 Organic Nitrogen (mg/L) Non-detect 0.630 0.540 0.863 Total Nitrogen (mg/L) 0.077 9.44 4.73 9.13 Orthophosphorus (mg/L) < 0.05 0.068 < 0.05 0.040 Total phosphorus (mg/L) 0.023 0.866 0.530 0.628 Chloride (mg/L) 1.04 18.45 17.19 22.51 Sodium (mg/L) 1.59 22.43 21.23 21.65 pH 6.63 6.67 6.93 6.93 Temperature (oC) 4.67 4.67 5.00 5.67 Dissolved Oxygen (mg/L) 8.27 3.67 1.83 1.77 Faecal coliforms (counts/100 mL) 0.7 3.5 2 6.5 E. coli (counts/100 mL) 0.8 1.5 0.8 2.1

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5.10 Effluent Criteria – Direct River Discharge

The TSS concentrations in the Elk River tend to be low (< 10 mg/L). Under high river flow conditions, there can be a substantial increase in the TSS concentrations (e.g. over 500 mg/L). The TSS in the river is not related to the effluent quality, but is a factor of climate and flow conditions at the time of sampling.

Nitrogen in the Elk River is in the form of nitrate, with low concentrations of nitrite, ammonia or organic nitrogen being present at times. Nitrate is indicated to be present historically as a result of the mining activities in the area. Based on the data which are available, with the exception of spring 2006, the river would be classed as oligotrophic (nutrient limited) based on the concentrations of total nitrogen. However, four data points from the spring of 2006 indicate higher nutrient conditions (mesotrophy).

The concentration of orthophosphorus, or soluble reactive phosphorus, in the Elk River is typically low, although higher concentrations were measured in the spring of 2006 during the period of elevated nitrogen conditions. Orthophosphorus is the form of phosphorus which is readily available for biological use and can be assimilated by algae. There is no relationship between the concentration of orthophosphorus and total phosphorus, due to the increases in the total phosphorus concentration as a result of scour of natural substrate. Therefore, this phosphorus is likely to be in a mineralised form and is not readily available for biological uptake. With the exception of the two data points taken during the high river flow event experienced in May 2006, the Elk River would be classed as oligotrophic based on the concentration of total phosphorus. The elevated data points are not being considered as important here, due to the nature of the river at the time of sampling. These conditions would not be classed as representative of typical river characteristics. Due to the nature of total phosphorus, it is questionable whether this parameter is a suitable measure of trophic status for a water body.

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Table 5.7: Data Summary - Elk River at Fernie, Upstream of STP (2001 to 2006)

Parameter Minimum Maximum Average TSS (mg/L) < 1 180 24 Nitrate (mg/L) 0.080 0.920 0.491 Nitrite (mg/L) < 0.002 0.025 0.007 Ammonia (mg/L) < 0.010 0.050 0.017 Organic Nitrogen (mg/L) 0.050 0.675 0.183 Total Nitrogen (mg/L) 0.200 1.100 0.647 Orthophosphorus (mg/L) 0.002 0.014 0.008 Total phosphorus (mg/L) 0.006 0.250 0.037 pH 6.5 8.3 7.8 Temperature (oC) 6.0 6.0 6.0 Dissolved Oxygen (mg/L) 9.3 9.6 9.4 Faecal coliforms (counts/100 mL) < 1 > 5,900 72 E. coli (counts/100 mL) < 1 > 5,400 14 Enterococci (counts/100 mL) < 1 133 18

The nitrogen to phosphorus ratio can also provide an indication of the health of a system. As nutrient enrichment increases in a river system, then the N:P ratio would decrease. If the N:P ratio is < 10:1 then nitrogen is assumed to be limited. Phosphorus is the limiting nutrient if the N:P ratio is > 20:1 (USEPA, 2000). With the exception of the recent sampling events, the data indicate that the ratio is > 20:1, averaging 55:1 since 2001. Therefore, the Elk River in this area is nutrient limited for phosphorus.

The concentrations of faecal bacteria present in the Elk River are low. With the exception of a very limited number of sampling events since 2001, these concentrations are below the recommended BC guidelines for recreational water use (<200/100 mL for faecal coliforms; <77/100 mL for E. coli and <20/100 mL for Enterococci). The elevated counts are typically related to climatic and flow conditions, rather than the sewage treatment plant discharge.

The data from the upstream sampling site, which is representative of typical river conditions prior to a City discharge from the sewage treatment plant, have been reviewed with respect to the BC Water Quality Guidelines. This information is summarised below.

 Suspended solids – The acceptable concentration of suspended solids or change in turbidity is based on an acceptable increase over the background concentration. The magnitude of the

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increase is based on the recorded river concentration, which is observed to vary according to the time of year and flow conditions.

 Nitrate – All concentrations at the upstream sampling site are below the minimum criteria in the BC Water Quality Guidelines (< 10 mg/L, based on drinking water). There is a higher threshold for the protection of aquatic life (< 200 mg/L for the maximum concentration or ≤ 40 mg/L for the average concentration);

 Nitrite – The acceptable concentration of nitrite is based on the protection of aquatic life, and is calculated using the chloride concentration, which is unknown. However, taking the lowest concentration in the BC Water Quality Guidelines (0.06 mg/L nitrite), this value was not exceeded in the data set.

 Phosphorus – There is no criteria in the BC Water Quality Guidelines for phosphorus, with algal growth being the measure for this nutrient. The recommended criteria for the Elk River below Michel Creek is 50 mg/m2, measured as chlorophyll a. As there are no periphyton data in this data set, evaluation with respect to the water quality guidelines can not be drawn.

 Bacteriological – The criteria for surface water with primary contact recreational use has been selected, due to the high recreational fishing which occurs in this area. There are values on record which exceed the BC Water Quality Guidelines for faecal coliforms and E. coli. These are absolute values and not geometric means, as indicated in the BC Water Quality Guidelines: ≤ 200/100 mL for faecal coliforms and ≤ 77/100 mL for E. coli.

 pH – All data are within the normal range of 6.5 to 9.0.

There are no criteria set for organic nitrogen, total nitrogen, chloride and sodium.

As a comparison, summary data from a by-pass event are presented in Table 5.8. These data are representative of samples taken from the upstream and downstream sampling locations during a significant melt period in the winter of 2005. The TSS data are of the least interest, due to the very low concentrations of TSS in the City’s effluent and the great influence of river flows on in-stream TSS. However, for most of the other parameters, there appeared to be a slight increase at the downstream sampling location, compared with the upstream sampling location. This increase was quite apparent for the bacteriological data. Although it is acknowledged that there were other inputs to the river during this time period (as a result of the high river flows and melt conditions), the potential for influence from the sewage treatment plant cannot be ignored. Calculations based on the river flows at the time indicated that the change in concentrations for these parameters was likely to be immeasurable if adequate mixing between the river and effluent was achieved.

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A measurable change between the upstream and downstream sites does not necessarily translate to a detrimental impact. This may be particularly the case if a direct river discharge occurs under a storm or flood event. However, the data presented in Table 5.8 have been summarised in the context of the BC Water Quality Guidelines. This information is summarised below.

 Suspended solids – The acceptable concentration of suspended solids or change in turbidity is based on an acceptable increase over the background concentration. As there was a decrease in the TSS between the upstream and downstream sites, there is no concern with regards to the protection of aquatic life.

Table 5.8: Data Summary - Elk River During a By-Pass Event (Winter 2005)

Data Range Parameter Upstream Site Downstream Site

TSS (mg/L) < 82 < 60

Nitrate (mg/L) 0.27 – 0.85 0.28 – 0.77 Nitrite (mg/L) 0.001 – 0.003 0.003 – 0.063 Ammonia (mg/L) 0.01 – 0.03 0.04 – 3.81 Total Nitrogen (mg/L) 0.1 – 0.4 0.2 – 3.9 Orthophosphorus (mg/L) 0.01 – 0.14 0.09 – 0.41 Total phosphorus (mg/L) 0.01 – 0.21 0.10 – 0.45 Faecal coliforms (counts/100 mL) 1 - 40 20 – 5,810 E. coli (counts/100 mL) 1 – 23 25 – 2,030 Enterococci (counts/100 mL) 6 – 140 200 – 1,600

 Nitrate – All concentrations were below the minimum criteria in the BC Water Quality Guidelines for drinking water (< 10 mg/L) and the protection of aquatic life (< 200 mg/L for the maximum concentration or ≤ 40 mg/L for the average concentration);

 Nitrite – The acceptable concentration of nitrite is based on the protection of aquatic life, and is calculated using the chloride concentration, which is unknown. However, there was no concern over the river nitrite concentration as none of the recorded values exceeded the lowest concentration in the BC Water Quality Guidelines (0.06 mg/L nitrite) for the protection of aquatic life.

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 Ammonia – The potential for toxicity is calculated using an established relationship between the concentration of ammonia, the temperature and pH. The ammonia concentration would not have resulted in chronic or acute toxicity.

 Bacteriological – The criteria for surface water with primary contact recreational use has been selected, due to the high recreational fishing which occurs in this area. There were occasions when the concentrations of faecal coliforms, E. coli and Enterococci would all have exceeded the BC Water Quality Guidelines at the downstream site. There were also a limited number of events when the concentrations of Enterococci would all have exceeded the BC Water Quality Guidelines at the upstream site. In both cases, this is based on an evaluation of the absolute values and not geometric means, as indicated in the BC Water Quality Guidelines.

As a side note, these data relate to the sewage treatment plant release prior to the upgrades and a higher effluent quality is expected based on the process upgrades which are being completed.

In the case of the City of Fernie, poor mixing between the river and effluent should also be considered in the context of by-pass events, especially in light of the location of the outfall and the pathway of the effluent under low river flow conditions. The mixing dynamics between the effluent and the river during high river flows are not known, but taking the location of the outfall, it is reasonable to assume that the effluent will be pushed along the shoreline, resulting in a length of the river where mixing is limited. The location of the downstream sample point should also be considered, depending on the intended purpose of the monitoring data.

5.10.1 Aquatic Toxicity

The potential for acute toxicity in the Elk River as result of effluent from the sewage treatment plant was assessed in the 2006 environmental impact study. For the City’s effluent, the primary concern for acute aquatic toxicity would relate to ammonia. This is the case for sewage lagoons that receive domestic sewage and do not use chlorine for disinfection. Therefore, the potential for toxicity impacts in the Elk River focused solely on the acute response to ammonia. The acute toxicity of ammonia is related to pH,

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with the toxicity increasing as the pH increases. Lagoon systems are often subject to high effluent pH values due to the activity of algae.

Under the Canada-wide Municipal Wastewater Strategy, the mechanism by which acute ammonia toxicity will be addressed is based on the outcomes of the Canadian Environmental Protection Act. Under this Act, ammonia was declared toxic in 2000, resulting in the development of a management strategy. This management strategy included a calculation which uses the ammonia concentration and pH to determine effluent toxicity, and is based on an end of pipe calculation. Therefore, this calculation represents the worst case scenario and does not recognise dilution and dispersion in the receiving environment. This calculation was used to estimate the potential for acute aquatic toxicity due to ammonia based on the City’s 2000 to 2006 dataset. Table 5.9 summarises the effluent pH which would be needed before the measured effluent ammonia concentration would be classed as acutely toxic. Table 5.10 summarises the measured pH range for the effluent during this time period, and the concentration of ammonia which would be needed before acute toxicity occurs.

Table 5.9: Ammonia Toxicity – Calculated pH Threshold

Measured Ammonia Calculated Toxic pH Ammonia Concentration Scenario Concentration (mg/L) Threshold

Minimum recorded 2.9 9.1 Maximum recorded 17.9 8.2 Average during monitoring period 10.1 8.4

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Table 5.10: Calculated Ammonia Toxicity Based on Measured Effluent pH

Calculated Toxic Ammonia Effluent pH Scenario Measured pH Threshold (mg/L)

Minimum recorded 6.8 282

Maximum recorded 8.1 20

Average during monitoring period 7.4 83

The data indicate that although the ammonia concentration was close to the calculated toxic threshold for the measured pH concentrations, there were no instances when the effluent ammonia concentration would have been classed as acutely toxic during this data period. The sewage treatment plant consists of a series of lagoons, which can be subjected to extreme fluctuations in the effluent pH, due to the presence of algae which are typically found in lagoons. Therefore, if algae are present and there is sufficient algal activity during the warmer summer months, it is common for a lagoon effluent to experience pH increases. As the pH increases, the toxic concentration of ammonia decreases. Therefore, the risk of the effluent being classed periodically as acutely toxic is high for a lagoon system. This risk may be lowered for the City of Fernie if the facultative lagoon is not used before discharge. This is the location where algal growth could proliferate. There would be no algal growth in the aerated cells, due to the turbulent nature of these lagoons. In fact, due to the biological activity which occurs in these lagoons, there may even be a decrease in the pH during treatment.

Under the Canada-wide Municipal Wastewater Strategy, the need to remove ammonia prior to discharge would be a factor of both acute and chronic toxicity. The Strategy can be interpreted to indicate that an effluent can be discharged if it is acutely toxic or at a concentration which would result in chronic toxicity at the end of the mixing zone. However, if there is the risk of both acute and chronic toxicity, then ammonia reduction is required. As the Strategy is a new document, this interpretation must be confirmed with the BC MoE who will be administering the Strategy in BC. In the Strategy, there is the need to ensure adequate mixing in the receiving environment.

The effluent toxicity data for the City of Fernie indicate that there has been no failure of the LC50 96 hour rainbow trout bioassay for this discharge. There have been a total of 24 LC50 rainbow trout toxicity bioassays have been completed between 2001 and the end of 2007. These were completed in accordance with the standard bioassay methodology set by Environment Canada in 1990, which allows a pH drift (increase) to occur through the duration of the test. This pH increase can result in a test failure as a result of ammonia becoming more toxic under these conditions. A test failure is not necessarily

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representative of the nature of the effluent, but can be a factor of the test protocol. The data for the City of Fernie indicate that the effluent is non-toxic, with 100% survival of the fish for all tests.

Although the bioassays and acute ammonia toxicity calculations indicate that there was no instance of acute toxicity, for the effluent, there is a risk associated with lagoon systems due to the high pH which can occur as a result of algal growth. Under the future Federal regulation, this does not necessarily mean that ammonia removal is required, but must be balanced along with the risk of chronic toxicity. This risk is not known for the City of Fernie, but it is possible that this may be managed through an improved outfall and mixing in the Elk River.

5.11 Septage

At present there are no septage receiving facilities at the sewage treatment plant. In the past, the City has been approached to receive these wastes, but has raised concerns over the impact of receiving septage on the existing sewage treatment plant. The facility is not designed to receive high organic wastes, which are characteristic of septage.

5.12 Sludge/Biosolids

The sludge/biosolids which are produced at the sewage treatment plant accumulate slowly in the lagoons over a prolonged period of time. In this type of system, it is quite normal for desludging to only be required once every 15 to 20 years. Desludging will be undertaken in 2009 from the old aerated lagoon. The resulting solids will be stored on site for further dewatering before disposal or reuse. The quality of the solids is currently not known. The presence of foreign matter such as sharps and plastics is also unknown. The quality of the solids will have a strong bearing on whether the dewatered material is suitable for reuse.

Regardless of the rate of solids generation and dewatering requirements, the costs and efforts which are required to manage this by-product are not insignificant and are often under-estimated.

The following need to be addressed for the City’s sludge/biosolids:

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 Determine a management pathway for the 2009 desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Predict timing of any future desludging, along with volume and solids content of solids.

 Determine budgetary requirements and develop strategy to ensure funds are available when desludging is required.

5.13 Sewer By-Law

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6.0 RESPONSES TO THE PROBLEMS

6.1 Regulatory Pathway

The City will complete an LWMP which will address the following:

 Management of I/I.

 Solve the legal issues with regard to the MSR.

 Develop an approach with outcomes which will not result in public health or environmental concerns.

 Include the implications of the Canada-wide Municipal Wastewater Strategy, wherever it applies to the City’s system.

Until the Liquid Waste Management Plan is complete, the City will continue to operate under the existing BC Ministry of Environment permit. Once complete, the City’s sewage treatment plant will operate under an operational certificate, which is consistent with the existing practices after the completion of a LWMP. An operational certificate is based on the LWMP commitments and typically addresses the following:

 Sewage treatment facilities.

 Effluent criteria and flows.

 Monitoring and reporting requirements.

 Operator and site classification.

6.2 Unsewered Areas

6.3 Expansion of Services/Boundary

Three areas have been identified as potentially being served by City sewer in the future:

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 A newly incorporated but undeveloped area located to the south west;

 West Fernie, a developed area which is already served by City water; and

 An area to the immediate north of the City which consists of large developed lots.

Given the situation at West Fernie, it is reasonable to assume that this area will be connected to the City sewer in the future. The City is also committed to managing the sewage that is produced from any new development within the City boundary. However, the City does experience high flows which are related to I/I rather than sewage flows. These high flows result in capacity, treatment and discharge concerns.

Therefore, the City needs to accommodate for future growth, both within and outside of the existing boundary. Estimates of the projected flows from the undeveloped area are required to ensure that this capacity is built into the sanitary sewer system.

6.4 Flows

6.4.1 Flow Criteria

The 20 year design flows are 5,500 m3/d (average dry weather flows) and 21,200 m3/d (maximum day flow), which accommodates:

 Flow projections based on 747 L/capita/day;

 A permanent community growth of 0.63%;

 A shadow community growth of 0.63%, assuming 50% occupancy of 4 people/home;

 Incorporation of the flows from West Fernie, assuming that an additional 140 lots are developed over the 20 year period; and

 All future connections will be conducted in a manner which will not result in an increase in I/I.

6.4.2 Flow Reduction Through the Management of Releases

I/I impacts the City of Fernie’s sewer system and sewage treatment plant operation, resulting in instances when the permit flows are exceeded and the infiltration capacities of the RI basins are unable to manage in incoming volume of water. The need to manage these large non-sewage related flows is set out both in the Municipal Sewage Regulation and Provincial funding policies. There is also a framework outlined in the Canada-wide Municipal Wastewater Strategy.

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 Identifying defects in the City system;

 Repairing defects in the City system;

 Co-incidentally identifying sources of I/I emanating from private property;

 Documenting each of the above.

Watershed analysis is also a powerful tool that uses existing data and projected flows from different areas of the City. Any difference between recorded and expected flows would give a good indication of an area where I/I is likely a significant problem. The following should also be considered when developing a comprehensive program:

 Documenting the nature and scope of I/I investigations and repairs will assist with gaining an understanding of the successes and ensure that the program remains focused on optimising the results. This documentation should include an annual report and GIS mapping.

 Identify who will develop, initiate, implement and assess the effectiveness of I/I reduction works. It can be challenging for City staff to implement the program during high flow periods as resources can become fully committed on more immediate and pressing issues (e.g. flood control).

 Many of the problems/defects/sources may be on private property, which can cause problems with access and responsibilities for repair.

 Use of sump pumps, which are frequently used to direct flood water from personal property into sanitary sewer system.

 The need for public education regarding I/I testing, which may be viewed by the public as inconvenient or obtrusive (e.g., over pumping, smoke testing, house inspections for sump pumps).

 Use of monitoring data to enable the effectiveness and progress of the program to be assessed or verified.

 The oldest and deepest sewer mains could be major contributors.

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There is also the need for the City to get its “house in order” before focusing on private properties. This approach has a good public perception and is a good basis for moving forward with an I/I program onto lands which affect private properties. Once the City’s house is in order, the next stage would be to elicit voluntary participation (in known I/I source locations) in a defect identification and repair program on private property. Council would need to establish policies with respect to testing and repair costs.

It should be noted that some aspects of the program could run concurrently. Significant improvement would likely be achieved by appropriate education. Also as noted above, the I/I abatement program, to be fully successful, will involve activities directly affecting the public. This can be achieved through a LWMP process, which is a public process.

 The sewage treatment plant relies on specific concentrations of organics and nutrients for the biological processes to work effectively. The addition of “clean” water (in comparison with sewage) will result in a diluting effect. If the dilution is too high, this will compromise the biological activity at the sewage treatment plant and, hence, will compromise the operation of the sewage treatment plant. The City’s sanitary system has periods of time when there is a significant contribution from inflow and infiltration (I/I). The characteristics of I/I are high volumes of relatively clean water with low concentrations of contaminants. During these periods, the biological processes at the sewage treatment plant become stressed. If additional “clean” wastewater is allowed to enter the sewage treatment plant, this will further compromise the already stressed biological processes and will add an increased risk to the biological treatment processes during the time periods when there is no I/I.

 The inundation from I/I is already a problem with the City’s sanitary sewer system. This has raised concerns in terms of process capacity and non-compliance with the City’s sewage treatment plant permit. If the City allows a further increase in flows to the system through receiving additional “clean” water, this will be met with disapproval from the BC Ministry of Environment. Existing BC regulations indicate quite clearly that it would be the responsibility of the City to manage and treat

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all wastes that have been permitted by the City to enter the sanitary sewer system. Failure to do so could result in action from the regulatory agencies.

 For many years, the City has undertaken significant work to decrease the amount of “clean” I/I water which is entering the system. As a result, the volume of inflow is now minimal and the City is developing programs to decrease infiltration. One of the benefits of managing the I/I volumes is that additional capacity created in the sanitary system will become available for sewage. This capacity can be allocated to community growth. However, the potential for this growth could be limited if any additional system capacity is allocated to the receipt of additional “clean” water.

 One of the concerns that the Ministry of Community Services has when considering applications for grant funding is how well communities take care of their existing infrastructure. The impacts of high I/I in a sanitary sewer system will be viewed less favourably when they review a funding application. The City of Fernie has a recognized I/I problem. This may be further compounded if the City allows additional “clean” water to enter the sanitary sewer system.

Based on these concerns, the focus for the City is not to accept any discharges which consist primarily of “clean” water. This includes the discharges from open loop geothermal units. It is important that the City does not commit to further inputs to the sewage system without ensuring that there is capacity available and that the new inputs will not increase the I/I issue or increase the frequency and duration of direct river discharge.

6.4.3 Flow Reduction Through the Implementation of Public Programs

The City of Fernie has started to implement water conservation measures through the following:

 Assessment and addressing uses and wastewater production within the City buildings and practices.

 Promotion of commercial water meters.

 Practices encouraged in the building by-law.

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The City needs to ensure that its own house is in order before looking to further measures being implemented by members of the public. However, the City also recognises the need to move forward with water conservation and flow reduction programs throughout the community. The per capita flow can be reduced over time through implementation of an "in the home" water conservation program. An "in the home" program should include a public education component which explains how much water is used by each fixture in the home and how changes can be made to reduce their contribution. In addition, prescriptive aspects could be included such as all new construction (including businesses) and retro-fits requiring a building permit to use ultra-low flush toilets.

6.5 Sewer System Capacity – Collection

The capacity of the collection system and risks associated with overflows are both a factor of I/I, which was addressed in Section 6.4.2. There are no additional responses required for the collection system.

6.6 Sewer System Capacity – Treatment

The sewage treatment plant upgrades will provide additional capacity for BOD5 and TSS removal to up to flows of 8,000 m3/d. The resulting effluent concentrations are consistent with the requirements under the MSR for discharge to ground or flowing surface waters, such as the Elk River. The concentrations should also be consistent with the requirements of the Canada-wide Municipal Wastewater Strategy. As the upgrades are still being completed, there are no data relating to the effluent quality with all the treatment processes in place. Monitoring will be required to establish process performance once the upgrades are complete.

6.7 Sewer System Capacity – Discharge

The following options are available to the City:

 Determine the capacity of the existing RI basins under different environmental conditions.

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 Optimise the RI basin operation, e.g. through storage, wet/dry cycles, maintenance schedules, media assessment, or modification of the RI basins through underdrains.

 Evaluate temporary effluent discharge to the Elk River.

 Evaluate river discharge as being the primary method of effluent release.

6.8 Effluent Criteria – RI Basins

As part of the 2006 environmental impact study, the data from the effluent and monitoring wells were reviewed with respect to the BC Water Quality Guidelines (BC Ministry of Environment, 1998). When assessing the appropriate guideline to be used, the existing groundwater uses in the vicinity have been considered. Due to the location of the point of discharge to ground, this area is > 300 m up-gradient of an existing well and is likely not within the zone of influence of any existing well. The water quality data are summarised below.

 Nitrate – All concentrations in the background and down-gradient wells are below the minimum criteria in the BC Water Quality Guidelines (< 10 mg/L, based on drinking water).

 Nitrite – All concentrations in the background and down-gradient wells are below the minimum criteria in the BC Water Quality Guidelines. These criteria are based on the protection of aquatic life and vary according to the chloride concentration, with concentrations being < 0.12 mg/L for the background well and < 0.6 mg/L for the down-gradient wells.

 Phosphorus – As there are no criteria for phosphorus with respect to groundwater, the recommendations from the BC Water Quality Guidelines have been based on the recommendations for streams, as the nearest surface water body is the Elk River. The guidelines for phosphorus in a river are expressed in terms of algal growth. Due to the lack of light in the monitoring wells, algal growth is not possible for these sample sites.

 Bacteriological – There are no criteria recommended for effluent monitoring wells, and there are no drinking water wells in this area. Therefore, the criteria for surface water with primary contact recreation use has been used, due to the location of the Elk River. All wells are below the criteria for faecal coliforms (≤ 200/100 mL) and E. coli (≤ 77/100 mL). This is based on the maximum recorded value in each well, not the geometric mean, which is the basis of the BC Water Quality Guidelines.

It is clear that effluent is impacting the groundwater in this area, but it does not appear to be a public health or environmental risk. Therefore, the continued discharge of effluent to ground is acceptable for

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the City of Fernie for the following effluent criteria, which were defined as part of the 2006 environmental impact study:

 BOD5 < 45 mg/L;

 TSS < 60 mg/L;

 Ammonia removal not required;

 Nitrate removal not required;

 Total phosphorus removal not required;

 Orthophosphate not required; and

 Disinfection not required.

Monitoring requirements were also outlined for the RI discharge. One of the recommendations in the environmental impact study was that the effluent and environmental monitoring outlined in the permit be replaced with the program outlined in Table 6.1. The monitoring requirements outlined in Table 6.1 relate to the standard discharge of the effluent to ground. Monitoring of the effluent and receiving environment will be required. This aims to monitor the effluent quality and conditions in the receiving environment, and will form the basis to determine any future changes which may be required. The monitoring program is based on the requirements outlined in the existing permit and the MSR (Part 7 and Schedule 6), and uses the criteria requirement for flows > 500 m3/d and the discharge of a Class C effluent to ground. The monitoring which is outlined is to satisfy the reporting requirements to the BC MoE. Additional monitoring will be required to meet operational needs and do not need to be reported to the BC MoE.

Monitoring will be required at the following sites:

 Effluent just prior to discharge;

 Background well (Well #1); and

 Down-gradient wells (Wells #2, #3 and #4).

The frequency and requirements for each site are summarised in Table 6.1, with the additional following comments:

 Monitoring for nitrate and nitrite as required in the permit has been removed. This is based on a review of the historical data, which indicates that these parameters are in very low or non-

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Table 6.1: Monitoring Requirements for Discharge to the Rapid Infiltration Basins

Parameter Site Faecal Depth to BOD TSS Ortho P Ammonia Chloride pH Temperature E. coli 5 coliforms Water

Effluent Twice Twice Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Not monthly monthly Required

Background Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly well required required

Well #2 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

Well #3 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

Well #4 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

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detectable concentrations. The form of nitrogen which is present in the effluent is ammonia. Therefore, monitoring should focus on this parameter. However, if significant nitrification is observed in the sewage treatment plant as a result of upgrades (i.e. a decrease in the concentration of ammonia in the effluent or monitoring well samples), the need to monitor for nitrate should be reconsidered.

 Monitoring for sodium, as required in the permit has been removed. The trends which are observed with sodium are also observed with chloride. Therefore, chloride will be the primary focus for the future monitoring requirements.

 Monitoring for total dissolved phosphorus as required in the permit has been replaced with orthophosphate. This allows consistency with parameters recognised in the Municipal Sewage Regulation.

 Monitoring for total coliforms indicated in the permit has been replaced with E. coli. The samples

for BOD5 and TSS are to be grab samples, not the composite sample outlined in the Municipal Sewage Regulation. This is based on practicalities at the City of Fernie sewage treatment plant site. All other samples are to be grab samples. For the samples taken from the monitoring wells, the wells should be purged prior to sampling. The purging should remove 2 to 3 times the volume of the well, to ensure that the sample is representative of the ground water conditions. Appropriate access locations for monitoring are to be included as part of the design process.

 In addition to the parameters indicated in Table 6.1, monitoring of flow is required on a daily basis. The flow measurement needs to be able to measure the flow which is discharged to the rapid infiltration basins.

 The depth to groundwater in the monitoring wells should be recorded at least once monthly, however, with the problems which have been associated at this site with regard to periodic high incoming flows and the need to discharge via the outfall, a higher monitoring frequency would be preferred. The City currently monitors the depth to groundwater on a weekly basis. Automated level sensors would provide even more meaningful data.

 Due to the scope of the existing and historical monitoring which has been completed on this site, no additional pre-discharge monitoring is required prior to the upgrades.

6.9 Effluent Criteria – Direct River Discharge

There are two options which are available to the City:

 Periodic/temporary release during periods when the discharge to the RI basins is not optimal.

 Convert to a river discharge as the primary mechanism for effluent release.

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These are both summarised below.

6.9.1 Periodic Direct River Discharge

 There are currently no effluent criteria for a temporary river discharge and the monitoring requirements can change between events. An environmental impact study would need to be completed which would define the discharge characteristics and conditions which would not compromise public health or the environment. The environmental impact study would focus on the intent of the release, which would be under high river flow conditions.

 Modifications to the outfall would be required to ensure that there is optimal mixing in the Elk River. This will include mixing requirements, outfall structure and outfall location.

6.9.2 Convert to Direct River Discharge

There is the option for the City to abandon the RI basins and divert 100% of the flow to the Elk River. In order to pursue this direction, the following would need to be considered:

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 Modifications to the outfall would be required to ensure that there is optimal mixing in the Elk River.

6.10 Septage

The following need to be addressed with regards to the development of a long-term policy for the receipt of septage and other trucked wastes:

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 Accept the septage from the small number of non-sewered properties within the City boundary. This is a low volume compared with the sewered flows.

 Determine if there is still the need for a facility to serve the Regional District.

 Examine the feasibility of developing a septage facility at the City of Fernie sewage treatment plant, including volumes, costs and cost recovery.

6.11 Sludge/Biosolids

The following need to be addressed for the City’s sludge/biosolids:

 Determine a management pathway for the 2009 desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Predict timing of any future desludging, along with volume and solids content of solids.

 Determine budgetary requirements and develop strategy to ensure funds are available when desludging is required.

6.12 Sewer By-Law

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7.0 RECOMMENDATIONS

The following recommendations are made with respect to each section outlined in the “Responses to the Problems”.

7.1 Regulatory Pathway

 Complete the LWMP incorporating the implications of the Canada-wide Municipal Wastewater Strategy/future federal regulation, where applicable.

 Develop an operational certificate to replace the current permit.

7.2 Unsewered Areas

 Allocate for the connection of unsewered lots within the City boundary.

 Connect unsewered lots if problems develop with the on-site systems, or align with lot development or development of adjacent areas.

 Do not encourage on-site septic systems for future development within the City boundary.

7.3 Expansion of Services/Boundary

 Allow for the connection of areas within a modified City boundary, including West Fernie.

 Continue with the existing practice to model the impact of new development within the City boundary prior to the approval of development.

7.4 Flows

 Continue implementing the program to reduce inflow and infiltration, along with periodic reviews to monitor its effectiveness and progress.

 Develop a policy which will not permit any point sources of “clean” water to be discharged to the sanitary sewer.

 Develop a long-term program in order to reduce flows within City buildings and privately-owned properties.

 Develop a by-law requiring all new construction and household retrofits to use ultra-low flow fixtures.

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7.5 Sewer System Capacity – Collection

 Continue with modelling to identify any collection system needs prior to the development of new connections.

 Review measures which can be implemented to further reduce the risk of overflow from the collection system.

7.6 Sewer System Capacity – Treatment

 Develop monitoring programs to allow the on-going evaluation of process efficiency and effluent quality.

 Monitor carbonaceous BOD5 to confirm consistency with the CCME Municipal Wastewater Strategy and the future Federal Regulation.

7.7 Sewer System Capacity – Discharge

 Evaluate and document the advantages and disadvantages of RI discharge versus river discharge (permanent and intermittent).

 Determine the capacity of the RI basins under different environmental conditions.

7.8 Effluent Criteria – RI Basins

 Implement flow monitoring in order to accurately record discharge flows to the RI basins.

7.9 Effluent Criteria – Direct River Discharge

 Assess the effluent criteria and monitoring requirements for a permanent and intermittent river discharge.

 Assess the outfall conditions and upgrade requirements.

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 Implement flow monitoring to enable accurate measurement of the effluent release from the river outfall.

7.10 Septage

 Accept septage from the unsewered City lots at the sewage treatment plant.

 Evaluate the need for a regional facility and the feasibility of developing such a system within the City of Fernie.

7.11 Sludge/Biosolids

 Determine a management pathway for the 2009 desludging activities – including options for further treatment, disposal versus reuse, and compliance with the Organic Matter Recycling Regulation.

 Predict timing of any future desludging, along with volume and solids content of solids.

 Determine budgetary requirements and develop strategy to ensure funds are available when desludging is required.

7.12 Sewer By-Law

 Update the by-law to reflect the following aspects:

- Current Federal and Provincial legislation and the Canada-wide Municipal Wastewater Strategy.

- Discharge volumes and quality requirements.

- Non-sewage, industrial and septage discharges.

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8.0 STAGE 2 ACTIVITIES

The following are to be completed in Stage 2 of the LWMP process:

 Define the inflow and infiltration program in detail, including costs.

 Define an in-house water conservation program, including costs.

 Assess whether the sewer system requires upgrades to meet the regulations under design flows, including upgrade options and costs.

 Identify location and costs associated with flow monitoring.

 Undertake an environmental impact study for intermittent and permanent river discharge scenarios, including an evaluation of effluent toxicity.

 Review the potential for effluent reuse opportunities.

 Develop a program to manage the City’s biosolids, including costs.

 Identify if a septage facility is required and, if so, define the scope and costs.

 Review the by-law and define which aspects require re-writing. Re-write the by-law, if appropriate.

 Identify policies which highlight the interconnection between asset management and the existing/future work which the City may undertake.

 Reference the potential impacts that climate change may have on the strategies contained within the plan.

 Outline the level of service provision.

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APPENDIX A Communications Plan

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2009

LIQUID WASTE MANAGEMENT PLAN (LWMP) – PUBLIC INVOLVEMENT PROCESS

Dave Cockwell Lisa Talavia‐Spencer City of Fernie 13/11/2009

PUBLIC INVOLVEMENT PLAN

Project: Liquid Waste Management Plan (LWMP)

Department Responsible: Operations

Project Manager: Dave Cockwell, Director of Operations

Consultant(s): Joanne Harkness, Urban Systems

Draft or Final Plan: Draft

Other Participants: Ministry of Environment

The Public Involvement Input Commitment is:

The City of Fernie will inform residents, Council and Administration about: 1. Community Sewer System - what it is, where it is located and how it works 2. Liquid Waste Management Plan - what it is and why it is needed? 3. History to Current State and Previous Actions 4. What Can / Needs to be Done Next

The City of Fernie will solicit input and feedback from residents, Council and Administration about the best way to share information about: 1. Community Sewer System and Liquid Waste Management Plan 2. Current Status of Phase 1 of the Liquid Waste Management Plan 3. Steps to Complete Phase 1 - Public Involvement Requirement 4. Steps to Complete Phases 2 and 3 of Liquid Waste Management Plan 5. Ongoing ways for Public Involvement

The feedback collected though Public Involvement Processes will be used to: 1. Inform Stage Two of the Liquid Waste Management Plan 2. Formulate key messages and public education resources regarding the history and current state of liquid waste management at the City of Fernie, 3. Formulate ongoing key messages and public education resources regarding subsequent stages of the Liquid Waste Management Plan and finally, 4. Develop an ongoing interactive avenue for residents, Council and Administration to understand the concepts underlying a Liquid Waste Management Plan, its objectives and progress made towards reaching stated goals contained in the plan.

LIQUID WASTE MANAGEMENT PLAN (LWMP) PUBLIC INVOLVEMENT PROCESS

PART 1 UNDERSTANDING OVERALL PROJECT OR ISSUE

Project Name Liquid Waste Management Plan (LWMP) Decision to be Made Given that:  Current Permit is out of date and does not incorporate recent upgrades  The permit can not be amended as the upgrades which have been completed are too expensive, and when a permit can not be amended a community has two options: registration under the Municipal Sewage Regulation (MRS) or the completion of a LWMP and that  Without completing extensive additional construction at the sewage treatment plant, it is know that the City will be unable to meet the requirements of the MSR.  Completion of a LWMP takes precedence over the MSR. How should the City of Fernie manage the collection, treatment and discharge of liquid waste, and how should information about the development, implementation and monitoring of the Liquid Waste Management Plan be communicated to Residents, Council and Administration? Who will make the City Council final decision? Ministry of Environment

What is the scope of Affects all residents and non-resident property owners, businesses this project? Affects Operations and Finance departments at the City of Fernie

A Liquid Waste Management Plan impacts all residents and non-resident property owners on a city wide level. The issue of dealing with liquid waste is highly complex in terms of its technical aspects, long and short term financial considerations and when attempting to integrate past decisions with solutions intended to address future needs resulting in a limited ranges of options from which to choose. How will this project May have cost implications that require resources from other departments if other decision impact? sources of funding are not available  Other municipal decisions May have impact on tax rates  Specific communities  Businesses If not dealt with, will have impact on residents, businesses and the City of Fernie  Individuals If not dealt with, may have short term/long term impact on environment  Environment Are there historical Yes factors or previous decisions that will Decision to upgrade existing facilities and not pursue design/construction of a affect how this mechanical sewage water treatment plant. project will be implemented?

PART 2 DEFINING THE PURPOSE, SCOPE AND OUTCOMES OF PUBLIC INVOLVEMENT

Why involve the Requirement of Ministry of Environment public in this Public involvement is good practice discussion?

What exactly does To evaluate / get reaction from public with respect to the development and COF want to evaluation of options and the preferred option identified. achieve? To understand / collect ways and means of sharing information about this project with broader community Assistance in developing communications about the change, benefit to community – to ensure messages are clear, direct, educational What information do Background leading to need for development of a LWMP, Purpose of LWMP decision makers need to assist them Limitations with respect to possible solutions – given historical information and in this decision? process undertaken so far?

How has this been MOE and Urban Systems – technical expertise provides verification. verified? What factors will Factors influence the - History, permit expiration [exceeded permit capacity] decision about the - Limited interest from public so far level and scope of - Resources – public consultation, communications consultation (time, Impact resources, etc.) - Upgrade option the best at time, now how best to implement that choice - Hard to meet consultation requirements - Challenging to accomplish consultation requirements and effective communication with limited resources What specific Given permit, history and path undertaken to date, information are you - How supportive are you of the path selected? seeking from the - How supportive are you of the cost implications related to the path public? selected? - What further information would be useful to understanding the process used to select current option? - Are there other factors that we’ve missed when evaluating preferred options, criteria for selection of option, priority of criteria? - Given current path, what should be the criteria for selection and priority of criteria when implementing current approach? - How should this best be communicated? How will this Council will be able to gauge support for path chosen, understand where gaps information add existed and what was done to fill those gaps and communicated decision and value to the decision criteria used in making decision through identified communication channels. making process? Does this Advisory Committee – Consultation involvement fit on - testing ideas or concepts to build knowledge the public - collaborating to develop solutions to build commitment involvement continuum? Why General Public – Information - sharing information to build awareness

CONTINUUM OF PUBLIC INVOLVMENT

We involve the public in: the increasing level of public involvement and in influence on decision making Information Consultation Active Participation Public Involvement Building Blocks Sharing Testing ideas or Collaborating to Sharing decision Delegating information to concepts to build develop solutions making to build decision making build awareness knowledge to build ownership to build commitment responsibility

PART 3 CLARFIYING THE PUBLIC INVOLVEMENT COMMITMENT

How will you use Information gathered from the Public Advisory Committee will be used to refine the information key messages, develop public input tools, communication materials and inform gathered? the consultant/staff reports presented to Council. How will you Public input tools and communications materials will be drafted and presented to demonstrate and the Advisory Committee for review. Draft materials will highlight where and how communicate the Advisory Committee input was used. information gathered was considered in Webpage containing information on the LWMP will have a section identifying the decision making how residents can provide input to the City of Fernie, how their input will be used process? and what limitations surrounding scope and inclusion of input at various stages of development of the LWMP. How will the process Recruitment of Advisory Committee Members will be open to all residents (ad in reflect the City newspaper) commitments and standards of Public involvement process will be improved for duration of development of practice? LWMP (Stage 2 onward)

Input will be based on Continuum of Public Involvement

Process will reflect respect, honesty and integrity

Goal of public input will be identified at the outset of the process

Participants will know what is included in the discussion and what isn't, what decisions will be made or have been made and who will make the final decision.

Information will be made available and provided in the simplest form in plain language and understandable formats. What other Bylaw No. 1593 principles, values or Provincial /Federal Regulations commitments need to be considered (i.e. other charters, bylaws etc.)

PART 4 PUBLIC INVOLVEMENT PROCESS DETAILS

A. Project Scoping Tool What are the key 1. Clarity, Understanding, Feedback and Guidance related to Stage 1 (System decision points? Overview, Problem Identification, Responses to Solutions, Possible Recommendations). 2. Clarity, Understanding, Feedback and Guidance related to Stage 2 (Focusing on developing and evaluating preferred options with respect to inflow / infiltration, treatment, reuse and discharge building on Phase 1 Outcomes). 3. Clarity, Understanding, Feedback and Recommendations of Approval of the final documented LWMP. What are the project See below for Stage 1, 2 and 3 Timelines. timelines? What information do Clarity and understanding of: we need from 1. Community Sewer System, how it works, where its located stakeholders? 2. History and previous actions contributing to current state 3. Process to identify best possible solution given history &previous action Given permit, history Feedback on: and path undertaken 1. What further information would be useful to understanding the overall to date the City of purpose of a developing a liquid waste management plan and the process Fernie wants the used to select current option? following input from 2. Are there other factors that we’ve missed when evaluating preferred stakeholders... options, criteria for selection of option, priority of criteria? 3. How supportive are you of the path selected? What would affect your level of support either in the positive or negative? 4. Feedback / comment on how to improve the above information so it is in plain language, accessible for all residents on line or in print form. 4. How/where should this best be communicated? What can be done to increase public engagement/involvement in this project? Guidance on Next Steps Given current path: 1. What should be the criteria for selection and priority of criteria when implementing current approach? 2. What should future / ongoing public involvement for this project look like? 3. Who else could be included in providing comment/feedback and why? What are the Stage 1 timelines for public  Collection of Input - December 1, 2009 – January 29, 2010 involvement?  Analysis, Summary of Input – February 19, 2010  Inclusion in Final Stage 1 Report – March 12, 2010 Stage 2 Approximately 1 year Stage 3 TBC In conjunction with Urban Systems, Grant Funding Timelines, Steering Committee, Council and MOE expectations. How will  Feedback collected from stakeholders will be considered, evaluated and stakeholder input be integrated where possible into the draft LWMP as it is developed. incorporated at the  Where feedback is not integrated, communications as to why will be decision point? explained.  A dialogue process is desired rather than one way communication either from the PAC or from those involved in drafting the LWMP. Through this approach it is anticipated that feedback will be integrated/ considered on an ongoing basis leading to key decision points.

B. Participant Identification Template

Geographic City Wide and Non-resident Property Owners Boundary Impact of Decision: City Wide, West Fernie, RDEK

History of the issue City of Fernie needed to expand existing facilities as it exceeded its permit on a that might affect regular basis. who wants to be Possible boundary expansion and future development mean that West Fernie, the involved RDEK, businesses and developers may want involvement

C. Potential Participants by Community of Interest

Business associations Urban poor Media Businesses Chamber Youth Adj. Municipalities – RDEK Development associations Area Council City Administration Development companies Community Leagues Mayor and Council Industry associations Arts/Festivals/Historical Other Municipalities Industry companies Educational Boards/Assoc. Boards‐Agencies‐Commission Citizens K-12 Institutions Federal government Aboriginal Post Secondary Institutions Provincial Government MOE Alternative Lifestyles Emergency Services Sports and Leisure Groups Ethno‐cultural Public Safety Service Agencies and Boards Multicultural Environment Transportation Religious Health Seniors Persons with Disabilities

D. Identifying Specific Participants

Who specifically What method will we use to What issues would they be interested in? might want to be communicate with this What is their level of interest? involved? stakeholder/ Citizens Impact of decision on tax rate, quality of Website, Advisory Committee, services; Low Paper, Surveys, Open House, Flyers

Mayor and Cost to tax payer, Presentations, Staff Reports, Council Level of service Representatives on Steering Political impact of decision, High Committee

City Impact on delivery of municipal services Newsletter, Survey Administration Medium

Emergency Impact on potential hazards associated with Website Services liquid waste management Newsletter, Survey Medium

Who specifically What method will we use to What issues would they be interested in? might want to be communicate with this What is their level of interest? involved? stakeholder/ Environment Impact on potential hazards associated with Website, Advisory Committee, liquid waste management specific to Paper environment Medium to High

Health Impact on resident population with respect to Website, Advisory Committee, public health - Medium Paper

Industry Hotel and Restaurant Website, Advisory Committee, companies Low Paper

Business Chamber of Commerce Website, Advisory Committee, associations Destination Marketing Organization Paper Low-Medium

E. Public Involvement Methods Strategy

LEVEL OF LEVEL OF NUMBER OF PARTICIPANT TOOL NEEDED INTEREST INVOLVEMENT PARTICIPANTS Engaged Public High / Medium Test ideas, 9 Public Advisory concepts to build (if possible) Committee knowledge 3 (Expressions of Collaborate to Interest Received) develop solutions to build commitment Council High Decision making 7 Presentations to build Focus Group responsibility Administration / Medium Test ideas, Focus Groups Focus Groups Employees concepts to build 7 Management Newsletter knowledge 10 Employees

General Public Medium / Low Share information City Wide Website to build awareness 2500 Newsletter

F. Resource Plan and Monitoring Tool

HARD COSTS PROPOSED COSTS FINAL COSTS VARIANCE Staff /Contractors Public involvement None consultants Allotment out of expert None - Incorporated in consultant budgets Project Budget

HARD COSTS PROPOSED COSTS FINAL COSTS VARIANCE Communications $6,000.00 consultant (Content, Creative) Data Gathering None Public opinion survey None – Urban System On-line survey None – City of Fernie Technical Requiremts None Computer analysis None – Corporate processes Administration Equipment None Logistics None Facilities Seniors Centre Refreshments $100.00 Communication None Advertising Web development & 2500.00 Maintenance Print Materials 2000.00 Presentation Materials 500.00 Participant Costs None Travel None Child Care $100.00 TOTAL $11, 000.00 est.

SOFT COSTS Project Team Costs Additional Internal Consulting Costs FINANCIAL TOTAL

G. Data Tracking Template – To be completed as public input is colleected

SOURCE OF HOW WAS THE INFORMATION KEY POINTS OR DATA RECORDED INPUT USED? (WHY (INDIVIDUAL, ORG, MESSAGES OR WHY NOT?) EVENT, WEB ETC.) Minutes/Agendas Focus Groups Online -Survey Presentations Newspaper Newsletter/ Website Material

H. Communications Strategy Template

Strategic outreach may result in identification of diverse, engaged public to ISSUES/ participate on Advisory Committee OPPORTUNITIES Tapping into pre-existing groups to solicit input may prove fruitful. Recruitment and participation of the public in the development of the LWMP BACKGROUND has been poor to date. Key Factors: COMMUNICATIONS Newspaper only issued once per week ENVIRONMENT Radio and TV is limited COMMUNICATIONS Increase awareness and knowledge of project, objectives and purpose of OBJECTIVES LWMP Increase awareness and knowledge of project, objectives and purpose of DESIRED LWMP COMMUNICATIONS Increased participation in development of LWMP, increased support for OUTCOMES LWMP inclusive of options, recommendations, implementation plan and associated expenses TARGET Council, Administration, General Public, Businesses AUDIENCES

What is the community sewer system? How does it work? Where does it go? Where is it located? What is a Liquid Waste Management Plan? KEY Why does the City of Fernie need a Liquid Waste Management Plan? COMMUNICATIONS What can be done? (Possible solutions) MESSAGES What has already happened?

What needs to happen next? What decisions need to be made? How to participate? STRATEGIC Two prong approach: COMMUNICATIONS Information Sharing APPROACH Public Participation - PAC, Surveys, Focus Groups, Open House COMMUNICATION Website PRODUCTS / TOOLS Print Material for display, distribution, news paper advertisements Actions Detail Timing Recruit Advisory Target specific indivd. First week of October Committee Place ad in paper Fill spots End October Develop Refine key message Phase 1 November – COMMUNICATIONS Communication with help of Urban Sys. Limited material dev. ACTIONS PLANS & Materials TIMELINES Hire consultant Phase 2 Review with Adv. December/January Committee Develop Survey Paper and Online November Implement Version December/ January MEASUREMENT & Ongoing with Advisory Committee - qualitative EVALUATION Focus group feedback - qualitative/quantitative

I. Evaluation Strategy Template

EVALUATION Ask decision makers and stakeholders about their indicators of success CRITERIA / INDICATORS OF SUCCESS RELEVANT / Are the criteria relevant and meaningful to the projects, tied to the project MEANING FUL objectives and outcomes?

SPECIFIC What specifically are you evaluating about the public involvement process? MEASURES Did the public have opportunities to participate? Did the input from public get used and how? Did participants express positive feedback from having opportunity to participate?

METHODS What methods will you use? Are you using qualitative or quantitative evaluation methods? Both

WHO CAN PROVIDE Who would best provide the information required? BEST Council, LWMP Steering Committee, Public Advisory Committee (PAC) INFORMATION Ministry of Environment & Urban Systems

RECORDING & How will information be used, recorded, traced and analyzed /By whom? ANAYSIS Recorded - Minutes from Advisory Committee meetings, Focus Group conversations

Used - in staff reports, to modify communication/public education tools, Record summary findings in LWMP.

USE How will the interim and final evaluation results be used?

Input received integrated into final version of LWMP for approval by Council and Ministry of Environment

COMMUNICATED How will you communicate evaluation results?

Website Newspaper Council Meeting broadcast ACTIONS / How will you take action on improving this or other processes? IMPROVEMENT Start public involvement process earlier on future projects Improve and enhance current plan as project continues through stages 2 and 3

PART 5 Risk Assessment Template

RISK RISK INDICATORS RISK MITIGATION ID STATEMENT OF RISK RISK EFFECT PROBABILITY SEVERITY OF RISK OWNERSHIP STRATEGIES (0-5) (0-5) SITUATION 1 Significant decision to proceed Public feels Explain history, in one direction already made excluded from City of Fernie limitations upfront process and Urban Systems 4 distrusts public Ministry of Clearly indicate where involvement Environment and what type of input is process sought from public 2 Advisory Committee believes it Conflict between Explain history, can or wants to change COF and limitations upfront significant decision already Advisory 3 City of Fernie made committee, Clearly indicate where disengaged group and what type of input is sought from committee 3 Limited or no interest in Difficult to meet Demonstrate open, participating in Advisory MOE inclusive and diverse Committee/ Limited range of consultation opportunities for public diverse interests represented requirements 4 City of Fernie involvement Track response and involvement – report efforts to MOE 4 Limited or no interest in Difficult to meet Demonstrate open, participating in Public MOE inclusive and diverse Involvement Opportunities consultation opportunities for public requirements 4 City of Fernie involvement Track response and involvement – report efforts to MOE

APPENDIX B Meeting Minutes

1043.0049.01 / February, 2010 U:\Projects_KAM\1043\0049\01\R-Reports-Studies-Documents\Final\2009-05-08-REP LWMP stage 1 final.doc

The Corporation of the City of Fernie

Minutes of a meeting of the Liquid Waste Management Plan Committee held at 10:08 a.m. on Thursday, May 28, 2009 at City Hall, 501-3rd Avenue, Fernie, BC.

Present: Joanne Harkness Urban Systems Ltd. Steve Brubacher Urban Systems Ltd. Jan Korinek Urban Systems Ltd. Wendy Murdoch Ministry of Environment Gordon Moseley Interior Health Authority Councillor Mary Giuliano City of Fernie Council Councillor Aaron Goos City of Fernie Council

Staff: Allan Chabot, Chief Administrative Officer City of Fernie Lisa Talavia-Spencer, Director Corporate City of Fernie Administration Services Dave Cockwell, Director of Operations (Chair) City of Fernie Jim Hendricks, Director of Financial & Computer City of Fernie Services Suzanne Garand, Engineering & Planning Clerk City of Fernie

1.0 Call to Order Dave Cockwell, Director of Operations, City of Fernie called the meeting to order at 10:08 a.m. and thanked committee members for attending.

2.0 Approval of The following amendments were made to the agenda: Agenda - Item 3.3 I&I Program moved to Item 3.4 - Item 3.4 Public Input moved to Item 3.3

The agenda was accepted as amended.

3.0 New Business As there are several new members on the LWMP Committee each member introduced themselves and gave a brief description of their area of interest/expertise. 3.1 Welcome & Introductions Dave Cockwell provided a brief history of the work to date on the LWMP. In 2003 the City applied for grant funding for a Sewage Treatment Plant Assessment study as the plant was operating at capacity or exceeding capacity at that time. This led to applications to the Province in 2005 for assistance to upgrade the facility. Because the scope of the upgrades exceeded the criteria for a permit amendment, discussions with the Ministry of Environment suggested the best approach for the City was to undergo a Liquid Waste Management Plan which takes precedence over the Municipal Sewage Regulation. Until the LWMP is complete the City is allowed to operate under the existing permit even though the requirements are inconsistent with the current process. The City applied for several more grants and kicked off Stage 1 of a 3 stage process for the LWMP in March of 2007. The Stage 1 draft report was completed in April of 2009 with outstanding items to be addressed at this meeting.

3.2 Stage 1 Report Dave introduced Dr. Harkness of Urban Systems Ltd. Dr. Harkness gave a presentation which provided background information and a summary of the LWMP Stage 1 Report (copy attached). The LWMP is a legal document extremely important to the City. Once the LWMP is signed off by the City and the provincial government it forms the legal commitments for the management of the City’s liquid wastes. A LWMP reviews sewage collection, treatment and discharge. The Stage 1 report reviewed the existing practices, Liquid Waste Management Plan Committee Meeting held Tuesday, May 28, 2009… page 2 ______

defined the problems and identified solutions. The three committees for a LWMP process are the Steering Committee made up of senior administration, elected officials, and the Ministry of Environment; the Technical Advisory Committee includes regional agencies, consultants and technical support staff focused on technical aspects of the plan and identified design criteria, and the Public Advisory Committee made up of non-technical stakeholders focused on public perspective/interest. For the City of Fernie, the community size would be more conducive to a single committee for this input.

The current system consists primarily of 1 main lift station, 1 complete-mix aerated lagoon, 2 aerated lagoons, 1 polishing pond, 4 RI basins and an outfall to the Elk River. Upgrades to the sewage treatment plant will be completed in 2009 and include additional aeration, modifications to the main lift station and blowers. In defining the current practices and problems the report focused on existing connections within the City boundary and did not look outside the City.

Maximum and average flow requirements have been higher than the annual allowable discharge under the permit. Inflow and infiltration for the City of Fernie contributes to high base flows which are twice the average in BC. Flow monitoring indicated significant water is coming into the system during specific weather events such as snowmelt or heavy rains.

The City’s collection system is very old with some sections as old as 100 years and the majority 20-30 years old. The main sewage lift station handles approximately 99% of the sewage. Design criteria for upgrades to the system done in 2008 included meeting flows of 8,000 cu.m. per day and 20,000 cu. m. per day in order to address normal and peak flow conditions, respectively.

Discharge practices include standard discharge to ground through the RI basins or emergency discharge to the Elk River. Since the upgrades completed in 2008 there have been no emergency discharges to the river. Future consideration must be given to the new Canada-wide Municipal Wastewater Strategy, in order to determine if this will apply to the river discharges for the City of Fernie.

Since construction in 1993 the lagoons have never been desludged. Sludge is the excess bacteria which grow naturally as a result of the sewage treatment process. Sludge can have a wide variation in moisture content from looking like muddy water through to a soil-like consistency. Any sludge has the potential to produce odour. Over time accumulated sludge takes up capacity in the lagoons, which typically need desludging every 15 to 20 years. Sludge can be handled as a liquid or solid, but can be expensive to handle as a liquid due to the high proportion of water which is present. Some landfills will accept sludge, but the ability to receive it needs to be confirmed as a condition of the operations permit. If a landfill is able to receive sludge, it is normally in the solid form. Sludge is also a good nutrient source and has energy potential. Mr. Hendricks advised the City has included budget in 2009 for desludging the lagoons. A management and timing plan is needed for desludging the lagoons for both long-term and short-terms options. Desludging of lagoons is a cost to be borne by the City as this is regarded as operations not capital and is not eligible for funding from higher levels of government.

The City identified the problem with Inflow and Infiltration in 1978 and has an ongoing program of disconnecting roof leaders to the sanitary sewer system. Inflow enters the system from roof leaders to the sanitary sewer system and ground water infiltrates through pipe leaks, breaks, leaky connections, etc. The sanitary sewer system is intended to treat sewage not clean water. If clean water enters the system it becomes a problem as it can interfere with bacterial activities needed to treat the sewage.

Liquid Waste Management Plan Committee Meeting held Tuesday, May 28, 2009… page 3 ______

<11:00 a.m.> Allan Chabot exited the meeting.

It must be recognized that clean water currently entering the sanitary sewers must go somewhere else and still needs to be managed. Ideally this water would go into a storm water system however the City must maintain a balance between risk versus cost. Every sewer system allows for some inflow and the question must be asked – Is it making the treatment plant too expensive to operate? This is not an uncommon problem for many communities. For I&I, a number of BC communities design new systems for 11,200 litres/ha/day. This is the target level in the Metro Vancouver LWMP.

There is no concern with the capacity of the collection system however this does tie into inflow and infiltration.

<11:10 a.m.> Lisa Talavia-Spencer exited the meeting.

The Environmental Impact Study done in 2006 identified the effluent criteria for the RI basins. The monitoring requirements for the RI discharge needs to be formally adopted. Since the expansion of the sewage treatment plant there have been no direct discharges to the river which typically happened in the spring. Continued monitoring up and down stream is required in the case of a future river discharge. The current outfall location is not conducive to mixing with the river and consideration could be given to relocation however further review and discussion with MOE may determine that this is not necessary given that there have been no discharges since the expansion. Effluent has been tested and never found to be acutely toxic, as defined by the LC50 96 hour rainbow trout bioassay. Nutrient levels in the river are already at a high level due to impact from the mines. Ministry of Environment is testing samples at the point of outfall and will identify if algae is from a sewage source or not. Jody Frenette of MOE will be working on the sample testing.

Discussion followed regarding temporary versus permanent discharge for effluent release and whether the criteria for each differed. Criteria for temporary discharges could change in the future and could be dependent on river flows, turbidity levels, etc. Hopefully future effluent discharges would only be required in an emergency situation and therefore only done under high river flows. Wendy Murdoch of MOE advised criteria must be met before a temporary discharge would be permitted. The best approach would be to document that the City has reviewed permanent discharge options. Gordon Moseley of Interior Health advised they would not recommend permanent discharge, based on health concerns and downstream water intakes.

Dr. Harkness explained that discharge is only needed when the RI basins cannot keep up with flows into the sewage treatment plant. If groundwater levels are high this in turn affects the RI basin levels. Discharge does not put raw sewage out to the river. This would only happen if sewers backup and that overflow would go to the river from a lift station. Effluent discharge could be clean due to the intake of mostly water infiltrating into the system. With a storage system this would allow flexibility and control for releases. The City of Fernie has already reduced the risk for direct discharge to the river.

Septage within the city is not a problem as there are only 10-11 properties not sewered, however the City is receiving pressure to accept septage from outside the City boundary. If the City takes on the legal responsibility for septic users located outside of the City, the users will bear the cost in developing a facility. This cost will not be borne by the sewered community in the City of Fernie.

3.3 Public Input Concern was raised regarding the requirement from Ministry of Environment for public input into the LWMP. Response to the City’s Open House and request for participation Liquid Waste Management Plan Committee Meeting held Tuesday, May 28, 2009… page 4 ______

was very limited with only 2 people willing to be on the Public Advisory Committee. In addition, these two people were from the same organisation. The City’s new Director of Corporate Administration Services provided handouts of processes that could be used to try to get the public more involved (copy attached). Open Houses generally do not get a good response from the public. Part of the criteria in developing the LWMP is for the City to demonstrate that the public has been given the opportunity to take part in the process. The Ministry of Environment is the body that will decide whether or not the City meets the public component requirements. As this is the first LWMP for the East Kootenay area Wendy Murdoch advised the local MOE have no specific guidance for what is needed. She asked that the City provide her with a list of what has been done to date to solicit public input and she would check with her counterparts and advise if the City has met the requirement. She will also send links to the guiding document for distribution to all.

The following items could be considered to solicit public participation:

- post the report on the City website and ask for comments - provide reasons for public involvement (sludge, infiltration, water conservation) - piggy back LWMP with other events (trade show, Water Smart program, other City initiatives)

It was suggested that summer time could be a problem for increasing public involvement as people are away.

<12:15 p.m.> Allan Chabot returned to the meeting.

3.4 I&I Program Steve Brubacher provided information on the Inflow and Infiltration program. The City identified an I&I problem in 1978 and significant work has been done to date. A detailed plan still needs to be developed. What are the real targets of an I&I program? How do we get there? Is flow monitoring city wide, regional, or done pocket by pocket? Options to be looked at include: storage expansion to take flows offline; expand capacities, invest in water conservation to drop base flows, expand storm sewer network. All options must be reviewed to find something that fits for the City. Details need to be summarized and quantified, and cost estimates developed. Problems need to be identified and then solutions developed that are specific to Fernie. There is a close link between the In-house Water Conservation program and I&I program. Gordon Moseley of Interior Health asked that we keep potable water management and water wise as major factors for consideration. Discussion followed regarding the Living Water Smart program and purple pipes (purple pipes are for water that can be reused). The Province does not know exactly how this program will be implemented just yet. There will be an opportunity in Stage 2 to consider reuse of water.

3.5 Next Steps for After discussion the committee agreed to finish Stage 1 without seeking additional public Completion of Stage 1 representation on the committee at this time while Lisa Talavia-Spencer worked on developing a public involvement program. She is to summarize an approach for approval by the committee. Rather than call another meeting to get consensus this could be corresponded via email to the committee members. In the meantime information on what has been done to date will be provided to Wendy Murdoch and she will confirm whether the public involvement requirement for Stage 1 has been met.

3.6 Next Steps for Dr. Harkness reviewed the items to be looked at in the Stage 2 process of the LWMP Stage 2 including:

Further define the I&I program. The City will continue to work on I&I but needs a specific strategy. Liquid Waste Management Plan Committee Meeting held Tuesday, May 28, 2009… page 5 ______

Develop a water conservation program. There is an opportunity to tie this with asset management, reuse of water, and establish rates and entrench within the LWMP. Assess performance of the sewage treatment plant under design flows and identify any upgrades needed. Implement flow monitoring for the I&I program.

Adjourn <12:25 p.m.> Dave Cockwell adjourned the meeting to reconvene at 1:00 p.m.

Reconvene <1:04 p.m.> Dave Cockwell reconvened the meeting.

(cont’d) 3.6 Next Dr. Harkness continued review of the items to be looked at in the Stage 2 process of the Steps for Stage 2 LWMP:

Develop river discharge scenarios: Documentation is needed to demonstrate direct discharge to the river was reviewed with the LWMP. MOE’s testing will not be a full scale study but will just look at the outfall area. Temporary and permanent discharges have different criteria and all requirements must be met prior to any discharge. It is possible that the best option will be to go with emergency discharge. Part of the issue is location of the outfall to the main channel but with the river shifts that is very difficult. Section 9 approval would be required if the outfall is relocated and could trigger a DFO requirement for an environmental assessment.

Sludge management: The cost for desludging in the future must be recognized and budgeted long term for every 15 to 20 years. Sludge disposal is a problem. Possibilities include trucking to an Alberta landfill, store on site in a geotube, or reuse for land applications. It is thought this may be an issue that could get some public involvement. Dr. Harkness advised that lagoon sludges can be low in pathogens and could be used in certain land applications. The City would have to register under the Organic Matter Recycling Regulation in order to do this. If stored on site consideration needs to be given to leachate management. Sparwood is currently using a geotube for dewatering and storing sludge.

Septage facility: Need to determine if the RDEK is still interested in this. If so, cost will be borne by users.

Sewer Bylaw: There is an opportunity to specify service levels and funding within the bylaw. The City must limit liability. This will be identified in Stage 2. Currently there are no restrictions in the City’s Sewer Bylaw for discharge volume or quality which was last updated in 2002 and needs further updating.

Other items which may be included in the Stage 2 activities include effluent reuse, asset management, climate change impacts and the determination of service level commitments. These aspects were all agreed to by the Committee.

In closing Dr. Harkness advised the City will continue to work on I&I and develop a specific strategy. She noted there could be a small risk in moving on to Stage 2 given the limited public participation for Stage 1, but this was a risk that the committee did not find objectionable. Throughout the summer work should be done in developing the public input process with a time frame for work in the fall. Potential dates for the next meeting would likely be October depending on the public input plan. One month notice prior to meetings is preferable. Where possible advantage should be taken of any available planning grants, and consistency with DCC bylaw and CDP need to be considered.

Liquid Waste Management Plan Committee Meeting held Tuesday, May 28, 2009… page 6 ______

Dave Cockwell thanked the members for attending this meeting and adjourned the Liquid Waste Management Plan Committee Meeting at 1:30 p.m.

______CHAIRPERSON

______RECORDING SECRETARY

The Corporation of the City of Fernie

Minutes of a meeting of the Liquid Waste Management Plan Committee held at rd 1:00 p.m. on Tuesday, June 5, 2007, at City Hall, 501-3 Avenue, Fernie, BC.

Present: Joanne Harkness, R.P.Bio, Chair Urban Systems Ltd., Kamloops Peter Gigliotti, P.Eng. Urban Systems Ltd, Kelowna Gordon Chrystal, P.Eng. Urban Systems Ltd., Calgary Ron Popoff Interior Health, Health Protection Bryon Miller Interior Health, Public Health Inspector Megan Walsh Wildsight Wendy Murdoch Ministry of Environment Ana C. M. Tsui Ministry of Environment Councillor Mary Giuliano City of Fernie Council Councillor Dan McSkimming City of Fernie Council Mayor Randal Macnair City of Fernie Council

Staff: Allan Chabot, Chief Administrative Officer City of Fernie Larry Randle, Director Corporate Administrative City of Fernie Services Dave Cockwell, Director of Operations City of Fernie Jim Hendricks, Director of Financial & Computer City of Fernie Services Suzanne Garand, Engineering & Planning Clerk City of Fernie

Call to Order Dave Cockwell, Director of Operations, City of Fernie began the meeting at 1:10 p.m. by welcoming everyone and thanking committee members for taking part in the City’s efforts in developing a Liquid Waste Management Plan. Each committee member introduced themselves and gave a brief description of their area of interest/expertise.

Mr. Cockwell introduced consultants Joanne Harkness, Peter Gigliotti and Gordon Chrystal of Urban Systems Ltd., the City’s consultant for the Liquid Waste Management Plan project. Urban Systems Ltd. has worked for the City on a number of related projects including the “Sewage Treatment Plant Assessment” summary report prepared in 2004.

Dr. Harkness briefly reviewed the items on the agenda for this first meeting and again thanked those in attendance noting the important and varied roles each committee member would play. Generally the role for each committee was as follows: The Steering Committee is to provide overall direction for the plan and includes senior City staff and members of City Council as well as representation from BC Ministry of Environment. The role of the Technical Advisory Committee is to provide practical and technical advice to provide technical and legislative input. The Public Advisory Committee provides public perspective focusing on the acceptability of various options.

Dr. Harkness provided an overview of what a Liquid Waste Management Plan is and the process that would be followed in developing the plan specific to Fernie (see attachments Schedule A – Liquid Waste Management Plan Background Report to Committee Members and Schedule B – Liquid Waste Management Plan Committee Background Information). Mr. Gigliotti reviewed what the City’s current system of liquid waste removal are noting problems such as accumulated grit in pipes, and snowmelt and spring runoff into the sewer collection system exceeding capacities are some of the problems faced by the City. When capacities are exceeded, the City obtains permission from the Ministry of Environment to by-pass the infiltration basins and discharge to the Elk River. The City is currently working Liquid Waste Management Plan Committee Meeting held Tuesday, June 5, 2007… page 2 ______

towards reducing the frequency of discharges to the river. He also noted that the City of Fernie has already undertaken measures regarding inflow and infiltration, which the Liquid Waste Management Plan will take to greater detail, hopefully changing future discharges from operational to emergency.

The committee discussed what some of the LWMP constraints, options and benefits were and how some of the other communities in the area are currently dealing with liquid waste management problems and by-products. These examples included Cranbrook’s use of effluent for irrigation, and the potential for heat exchange and heat capture/geothermal use. There were a number of questions raised regarding specifics such as environmental impact assessments, current focus discharge to ground or river, effluent criteria, etc. Dr. Harkness noted that this first stage of the process was the opportune time to address and review all of the issues.

The committee had a general discussion about the possibility of a boundary expansion and the City’s consideration of West Fernie and the Ski Hill with respect to increased capacity of sewage expansions. Mayor Macnair advised that the City is aware of the issues related to West Fernie but that the City will not receive sewage from these areas if the City has no control of the land. Ron Popoff of Interior Health Authority advised that they are concerned with West Fernie’s poor on site sewage disposal systems which create groundwater issues and sees the potential for an increase in related problems in the foreseeable future. Funding to upgrade the system in West Fernie will be a critical issue. In the past (10-15 years ago) the province would have funded but at that time the residents declined. Mr. Popoff advised that Interior Health will be conducting a sanitary sewer update of West Fernie and they will share this information with the LWMP committee. It was noted that after Stage 3 of the LWMP, there is an ongoing process to update/revise the plan every 5 years

Action Ron Popoff of Interior Health will provide a copy of a letter to the RDEK regarding their R. Popoff (Interior concerns with potential health issues related to West Fernie’s on site sewage systems and Health) share results of the West Fernie sanitary sewer update.

It was suggested that committee members may take a tour of the Sewage Treatment Plant in the future. A general discussion followed suggesting some of the items which should be considered within the LWMP such as: downstream user representation, increased storage for future storm and melt events (currently 50,000 cu.m. storage capacity), lagoon expansion, combined sanitary system, etc. Joanne Harkness advised that the LWMP will consider all options. The Stage 1 report will include items raised that are not in the Background Report. An Open House for public input/information will be held prior to finalization of the Stage 1 report. An activity schedule for Stage 1 and Stage 2 of the LWMP was made available after the meeting (copy attached).

Action Committee members were asked for input as to the items for consideration in the Stage 1 All Committee report. Comments/suggestions/questions to be emailed to Joanne Harkness at Urban Members Systems (jharkness@urban_systems.com). A listing of committee members and email addresses will be distributed by the City to all committee members.

The committee discussed different ideas on how to get the public to participate in the LWMP including: Open Houses, information on City of Fernie website such as Stage 1 Summary Report, LWMP Committee Meeting minutes, and the media. Dave Cockwell reviewed the process the City used to generate public interest and hoped that additional interested parties would still come forward. The City is not opposed to inclusion of interested parties from outside City boundaries as they would also be impacted. Liquid Waste Management Plan Committee Meeting held Tuesday, June 5, 2007… page 3 ______

Wendy Murdoch of BC Ministry of Environment shared information she had regarding provincial and federal funding options for the City of Fernie’s LWMP. Some of the possibilities include study grants, public/private partnerships, and the Canada/BC Infrastructure Program (see attached).

Meeting Schedule Joanne Harkness advised the next meeting would likely be sometime between September and November and there would be three separate meetings for TAC, PAC, and the Steering Committee. The anticipated schedule is to complete Stage 1 of the process before year end.

The Liquid Waste Management Plan Committee Meeting adjourned at 3:00 p.m.

______CHAIRPERSON

______RECORDING SECRETARY

APPENDIX C Public Consultation Process

1043.0049.01 / February, 2010 U:\Projects_KAM\1043\0049\01\R-Reports-Studies-Documents\Final\2009-05-08-REP LWMP stage 1 final.doc Apply Now for Vacancies on Civic Agencies, Boards and Commissions

The City of Fernie invites residents who want to make a difference to apply to serve as board members on boards, committees and commissions for the term commencing November 2009 to November 2010.

Deadline to apply is 5:00 p.m. on Wednesday, October 21, 2009.

Recruitment Overview  Take a look at the opportunities outlined below  Choose the board you have an interest in (or up to three boards)  Submit a letter of interest and resume for the board are you interested in. If applying to more than one, please state your order of preference. General Information:  Board opportunities are volunteer positions  Preference is give to residents of Fernie  All boards will receive an Orientation and Information Package  Most appointments are for one year, renewable for up to six consecutive years.  Prior to reappointment, board members will be evaluated.

Advisory Boards Vacancies Offer Your Voice: Official Community Plan on monitor and report on progress made towards the communities goals Implementation 2 articulated in the Official Community Plan Committee Liquid Waste on all aspects of the Liquid Waste Management Plan, focusing on the Management Plan – 9 anticipated acceptability of various options from a broad public perspective Public Advisory Committee and provide on‐going liaison with the public.

NEW Background: The City of Fernie is currently working towards the development of a Liquid Waste Management Plan (LWMP) for the BC Ministry of Environment. The completion of a LWMP will provide the City with solutions to problems related to hydraulic capacity, as well as provide a holistic approach to the wastewater requirements for the City. Leisure Services Advisory on planning, developing, promoting and maintaining adequate leisure 1 Board services and programs of all types for persons of all ages Decision‐Making Boards Use your Decision‐Making Abilities to: Advisory Planning review applications for Development Permits against the Building Design Commission Guidelines of the Official Community Plan. Further, Council may refer the following matters to the Commission: community plan and zoning bylaws 2 and amendments, bylaws enacted under Divisions 2, 7, 9 and 11 of Part 26 of the Municipal Act, and permits under Division 9 of Part 26 of the Municipal Act.

We will also accept applications for the following Boards in the event of any unexpected vacancies in 2010. Name of Board Expected Please Submit Vacancies Board of Variance 0 Letter of Interest and Resume Community Wildfire 0 Letter of Interest and Resume Protection Plan Task Force Canada Day Committee 0 Letter of Interest and Resume

Applicants are not notified upon receipt of their application; however, if you wish to confirm receipt you may call 250‐423‐6817 or email [email protected]

Thank you for your interest in serving the civic needs of our City.

For more information contact: Lisa Talavia‐ Spencer Director of Corporate Administration Services City of Fernie, 501 3rd Avenue, Box 190, Fernie, BC V0B 1M0

Telephone 250‐423‐6817 Fax 250‐423‐3034 Email [email protected]

LIQUID WASTE MANAGEMENT PLAN

STAGE 1 - QUESTIONNAIRE

INTRODUCTION This questionnaire is one way the City of Fernie is gathering public input into the development of a Liquid Waste Management Plan (LWMP). Informing the public about the process of developing a LWMP and gathering input to identify problems, generate solutions and select the preferred solution are critical steps in developing a LWMP. Your views are important and will be considered when it is time to select the preferred solution. Thank you for taking the time to share your views.

The purpose of a Liquid Waste Management Plan (LWMP) is to establish direction for the safe and environmentally sustainable collection, treatment and discharge of municipal waste waters (sewage). Creating a LWMP includes:

1. Identifying problems (Stage 1); 2. Evaluating possible solutions, selecting the best solution and identifying the cost and timeline for implementing the solution (Stage 2); and finally,i 3. Seeking approval from the Ministry of Environment (Stage 3).

Once completed, the LWMP is the legal document for the management of liquid waste from the community. Projects identified in the completed LWMP are consider approved and further electoral consent is not required.

QUESTIONNAIRE

No (4) 1. Do you live in Fernie? Yes (32) WFernie (2) Sparwood (1) Blank (1)

Ridgemont (6) Parkland Terr. (1) Airport/MtView (6) Annex (5) Pine Grove (2) Cedar Valley (1) If yes, in what Area? Maintown (4) Castle Mtn (1) Blank (1) Area 1 (1) Robinson Rd (1) FMHP (3) 2. Were you aware that the City's sewage is treated at its sewage treatment plant, located approximately 8 km to the south east of the City?

Yes (29) No (7)

3. Were you aware that the City experiences high flows to the community sewer system as a result of inflow and infiltration? Inflow and infiltration is relatively clean water which enters the sanitary sewer system, mainly as a result of a rainfall event or snow melt. INFLOW enters the system from the top – for example roof leaders that drain into the sewer system. INFILTRATION enters the system from below the ground, for example through leaky pipes, joints or house sump pumps.

Yes (28) No (8)

4. Were you aware that high flows caused by inflow and infiltration causes problems throughout the

16/02/2010 CITY OF FERNIE LWMP STAGE 1 - QUESTIONNAIRE #1 OUTLINE Page 2 of 4

community sewer system?

No (12) Yes (22) Blank (2)

5. Please indicate the level of importance you attach to each of the following liquid waste management planning issues: 6 5 4 3 2 1 Very Not Issue Important Important

° Addressing areas which are not 5 11 7 6 2 2 connected to the City’s sewer (3 blank) system ° Addressing inflow and 20 7 5 2 0 0 infiltration/high flow events (2 blank) ° Environmental protection 30 3 1 0 0 0 (2 blank) ° Management of 18 7 5 3 0 0 sludge/biosolids (3 blank) ° Minimize cost 11 3 13 5 0 1 (3 blank) ° Provide septage treatment for 6 7 6 6 2 4 areas outside of the City (4 blank / 1 unsure) ° Reusing treated sewage 16 8 6 2 0 0 (4 blank) ° Reducing odours 8 8 5 5 1 3 (6 blank) ° Reducing water usage 19 5 7 3 0 0 (2 blank) ° Alternative methods of waste 13 10 4 4 1 0 water treatment and disposal (3 blank / 1 unsure)

6. Are there any other liquid waste management planning issues that you feel are not addressed in the above list and you want to see addressed in the liquid waste management plan process?

Yes (8) Blank (2) No (25) Unsure (1)

CITY OF FERNIE LWMP STAGE 1 - QUESTIONNAIRE #1 OUTLINE Page 3 of 4

• Managing grey water at the source • Agricultural use (spray irrigation on forests) • Grey water recycling • Low flow toilets and water meters • Location – where would the expansion take place? If Yes, please list: • Measuring flow of direct discharge • Determining impact of discharge into the Elk River • Reduction of toxicity • Flooding on 4th Ave sidewalks in winter due to high grade of road between 7th and 8th St. • Please teach or remind the population of alternative sources of water such as rain to do things as water the garden or toilet flush\ 7. Are there any particular issues related to design, construction, operations, or costs for the collection, treatment, reuse or discharge of sewage that you would like to bring to the City's attention? ° Ensure any discharge is clean enough for domestic use ° Build for the future by providing sufficient capacity for projected growth of Fernie ° Use modern technology to reuse the water and reduce cost in the long term ° There should be no direct discharge so capacity should be addressed ° Measure the amount of surplus sewage adding West Fernie’s sewage system would bring and going beyond in capacity to prepare for the future to eliminate possibility of direct discharge into the Elk River ° Flooding of 4th Ave sidewalks in winter due to high grade of road between 7th and 8th St ° Use local contractors ° Power requirements to treat sewage should be recovered through heat bio reactor system or solar arrays to reduce operational costs ° Can new building design be encouraged to include sink and shower water diversion to irrigation in the warm months? ° Shower water could even wash cars and driveways ° Renewable energy. ° Placement of new plants (not destroying our forests/wilderness, etc.) ° Reduction of water use will be greatly affected by water meters. ° I have seen several homes with rain water piped into septic drainage – should punish people for doing so 8. What is the best way for the City to inform the public of the Liquid Waste Management Plan process? Please check off any you ways you recommend and add your own suggestions (if any).

Newspaper (26) Website (22) Poster at City Hall (8)

Fliers (19) Radio (16) Television (10)

Public Committee (5) Public Open House (17) Trade Fairs/Displays(9)

Other (Please list your suggestions): (7) ° Just please think to not spoil paper because trees are as important as water. ° If posters, why only at City Hall? ° Facebook ° OurFernie.com ° Water meters and low flow toilets – would love a rebate on utilities for installing low flow toilets and ensuring no rainwater connections to septic systems – need incentives to reduce use ° New website should have a page for projects such as this one. Survey should be accessible on website also.

CITY OF FERNIE LWMP STAGE 1 - QUESTIONNAIRE #1 OUTLINE Page 4 of 4

° Public Notice Board (like by the Post Office) ° RDEK website ° Email list ° Private consultation with large sewage contributors – concrete plant, hospital, hotels, restaurants, carwash, laundry mat, hair salons to provide operational practices which could reduce discharge

Thank you for completing this survey

APPENDIX D Environmental Impact Study – Discharge to RI Basins

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CITY OF FERNIE

Environmental Impact Study Sewage Treatment Plant Effluent Discharge

t Final Repor

July, 2006 1043.0040.05

This report is prepared for the sole use of the City of Fernie. #200 – 286 St. Paul Street No representations of any kind are made by Urban Systems Kamloops, BC V2C 6G4 Ltd. or its employees to any party with whom Urban Phone: (250) 374-8311 Systems Ltd. does not have a contract. Fax: (250) 374-5334

City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

TABLE OF CONTENTS

EXECUTIVE SUMMARY ...... ES -1

1.0 INTRODUCTION...... 1

2.0 EXISTING SEWAGE TREATMENT PLANT...... 2

2.1 BACKGROUND INFORMATION ...... 2

2.2 SEWAGE TREATMENT PLANT FLOWS ...... 2

2.3 EFFLUENT QUALITY ...... 5

2.3.1 Organic Matter...... 6 2.3.2 Nitrogen ...... 6 2.3.3 Phosphorus...... 7 2.3.4 Bacteriological Parameters ...... 7 2.3.5 Miscellaneous Parameters ...... 7 2.3.6 Toxicity ...... 8 2.4 ENVIRONMENTAL MONITORING DATA ...... 8

3.0 SUMMARY OF THE PROPOSED UPGRADES...... 10

4.0 RECEIVING ENVIRONMENT...... 11

4.1 BACKGROUND INFORMATION ...... 11

4.2 FISHERIES RESOURCES ...... 12

4.3 FLOW DATA ...... 13

4.4 EXISTING WATER USE...... 14

4.5 ANTHROPOGENIC POINT SOURCES IN THE ELK RIVER BASIN ...... 14

4.6 HISTORICAL INFORMATION ON THE ELK RIVER BASIN...... 18

4.7 REVIEW OF SURFACE WATER DATA...... 21

4.7.1 Total Suspended Solids ...... 21 4.7.2 Nutrients ...... 22 4.7.3 Bacteriological Parameters ...... 23 4.7.4 Field Parameters ...... 23

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final 4.7.5 Toxicity ...... 23 4.7.6 Assessment of Background Surface Water Quality ...... 25 4.8 REVIEW OF EXISTING GROUND WATER DATA ...... 26

4.8.1 Nutrients ...... 27 4.8.2 Bacteriological Parameters ...... 28 4.8.3 Field Parameters ...... 28 4.8.4 Miscellaneous Parameters ...... 28 4.8.5 Toxicity ...... 28 4.8.6 Assessment of Existing Ground Water Quality ...... 29

5.0 PROPOSED EFFLUENT CRITERIA...... 30

5.1 EFFLUENT PREDICTIONS FOR RELEASE TO GROUND ...... 30

5.1.1 Flow Comparison...... 30 5.1.2 Estimated Changes in Ground Water Quality...... 30 5.2 EFFLUENT DISCHARGE UNDER CONDITIONS OF POOR INFILTRATION ...... 33

5.3 PROPOSED EFFLUENT CRITERIA ...... 36

6.0 MONITORING REQUIREMENTS ...... 38

6.1 ESTIMATED ANALYTICAL COSTS ...... 40

7.0 REDUNDANCY REQUIREMENTS...... 42

8.0 SUMMARY AND RECOMMENDATIONS...... 43

9.0 REFERENCES...... 45

APPENDICES

Appendix A 2005 Direct River Discharge Evaluation – High Flow Conditions

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

EXECUTIVE SUMMARY

The existing sewage treatment plant which serves the City of Fernie consists of a simple lagoon system with discharge to ground via one of four rapid infiltration basins. However, at times the sewage treatment plant experiences excessive hydraulic loading due to inflow and infiltration, which results in the need to by-pass the rapid infiltration basins and discharge directly to the Elk River. In the past few years, by-passes have been required typically for 30 to 50 days per year. The need for this by-pass is generally a factor of the heavy rainfall or snowmelt which increase ground water and surface water levels, thus reducing the capacity of the rapid infiltration basins.

Funding has been received to complete upgrades and modifications to the sewage treatment plant. The proposed upgrades have been designed to improve treatment, improve infiltration capabilities of the rapid infiltration basins and increase storage to manage the excess inflow/infiltration flows which are received during a storm or melt event. Therefore the upgrades aim to negate the need for direct river discharge at the frequency which is currently being experienced. The information presented in this report focuses primarily on the requirements for registration under the Municipal Sewage Regulation. Clarification is required from the BC Ministry of Environment as to whether the City of Fernie sewage treatment plant is to be registered under the Municipal Sewage Regulation or whether a permit amendment can be issued. The environmental impact study will determine an appropriate discharge criteria, based on the characteristics of the receiving environment. This considers the ground water and the surface water, due to the proximity of the sewage treatment plant to the Elk River.

Based on: • A future average monthly flow of 6,500 m3/d; • The quality of the water in the historical ground water samples from the City’s monitoring wells; • The water quality data from the Elk River in the vicinity of the sewage treatment plant; • High dilution ratio if the effluent were to enter the Elk River and recognising the effect of dilution and dispersion which is achieved in the ground water; • The lack of drinking water sources and additional wells in this area; and • The predicted changes in the ground water quality as a result of the release,

The following effluent criteria for release to ground are recommended:

• BOD5 < 45 mg/L; • TSS < 60 mg/L; • Ammonia removal not required; • Nitrate removal not required; • Total phosphorus removal not required; • Orthophosphate not required; and • Disinfection not required.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

This effluent criteria is consistent with the requirements in the Municipal Sewage Regulation for a Class C effluent which is discharged to a rapid infiltration basin, in an area that is located > 300 m from a drinking water source.

A review of the requirements for a discharge directly to the Elk River has also been completed. This discharge represents an infrequent event as the result of infiltration/inflow or poor infiltration capacity in the rapid infiltration basins due to high surface and ground water conditions. No amendments to the effluent criteria for discharge to ground are recommended for an effluent which is discharged directly to the Elk River during a by-pass event. Although downstream recreational water use would not be expected under these circumstances, due to the high river flows which would be experienced at this time, consideration should be made as to the request from the BC Ministry of Environment in the permit and in previous correspondence regarding the implementation of disinfection. If chlorination is implemented, dechlorination will be required before discharge to the river. Based on the potential for risk to downstream users and practicalities associated with the operation of a disinfection system on such an infrequent basis, the implementation of disinfection under these conditions is not a recommendation of this environmental impact study.

With regards to the reliability category, it is recommended that the City of Fernie sewage treatment plant should be classed as a Category III. This is based on the current direct river discharge practices by the City of Fernie sewage treatment plant whereby effluent by-passes the rapid infiltration basins frequently for a period of several days under conditions of high river flows or ground water conditions. For the river, under conditions of high flows, sediments and scour action are not conducive to algal growth which may be experienced as a result of the direct release of phosphorus from the sewage treatment plant. The recommendation for a Category III designation is also based on the scope of the process modifications which are to be implemented. These modifications aim to remove the need for the frequent by-pass events through the increase in storage capacity and refurbishment of the RI basins to increase the infiltration capacity.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

1.0 INTRODUCTION

The existing sewage treatment plant which serves the City of Fernie is located approximately 8 km to the south east of the City. The sewage treatment plant consists of a simple lagoon system with the recognised method of discharge being to ground through one of four rapid infiltration basins. However, at times the sewage treatment plant experiences excessive hydraulic loading due to inflow and infiltration. These events typically occur under conditions of snow melt or a heavy rainfall event. When these conditions are experienced, the excessive flows cannot be discharged to the rapid infiltration basins. This is a factor of the volume of run off which has been received and a reduced capacity of the rapid infiltration basins, due to high ground water and surface water conditions. In these situations, the alterative method of discharge is used, whereby a proportion of the effluent by-passes the rapid infiltration basins and is released directly to the Elk River. The need for and duration of the by-pass can vary (current frequency 30 to 50 days/year), but typically is a factor of the melt/storm event. For each by-pass event, the BC Ministry of Environment (BC MoE) has to be notified prior to initiating the direct river discharge. Such an event also requires notification of the public and additional monitoring/reporting.

Funding has been received to complete upgrades and modifications to the sewage treatment plant. These upgrades are required to address the frequent need for a direct discharge to the Elk River and will result in an increase in the capacity of the sewage treatment plant, through the ability to manage the peak flows which are received during the storm and melt events. It is uncertain as to whether these upgrades are to be completed by a permit amendment or whether registration under the Municipal Sewage Regulation (MSR) is required. The preferred route is a permit amendment. However, as documentation for a registration under the MSR needs to be submitted 90 days before construction, which is scheduled for October 2006, this report has been completed to meet the environmental requirements for the MSR registration. The study will determine an appropriate discharge criteria, based on the characteristics of the receiving environment. There are no changes proposed to the methods of discharge which exist under the current permit. Therefore, it is intended that the discharge will continue to be to ground through the rapid infiltration basins. This will be the standard method of effluent discharge. Surface water discharge to the Elk River will be considered during an emergency event only. This relates to conditions of poor infiltration during high ground or surface water conditions, coinciding with the inability to store the effluent. With the proposed upgrades to the sewage treatment plant, the need to use this method of discharge will be infrequent and for very short periods.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

2.0 EXISTING SEWAGE TREATMENT PLANT

2.1 Background Information

The existing sewage treatment plant which serves the City of Fernie was constructed in 1993 at its present location, approximately 8 km to the south east of the City. The sewage treatment plant is situated on the north bank of the Elk River, in the flood plain (Figure 2.1). The setback from the sewage treatment plant to the river is approximately 150 m. The sewage treatment plant operates under BC Ministry of Environment permit PE-08182 and consists of:

• One aerated lagoon, which is aerated by floating surface aerators. • One shallow facultative lagoon. This lagoon has no mechanical aeration. • Four rapid infiltration (RI) basins. • An outfall to the Elk River. There is only one purpose stated in the permit for using this outfall: under periods of high ground water.

The permit was last amended in 1994, due to the upgrades and construction which had occurred in 1993.

The four RI basins vary in size (Table 2.1) and are operated under summer and winter protocols. During the summer, the basins are operated in rotation, with only one basin being flooded with effluent; the remaining basins are allowed to dry and drain as part of the resting period. In the winter, freezing is a concern. Therefore, the effluent is applied to one basin throughout the winter. This prevents the water level from dropping in the operational basin, which would result in the freezing of effluent in the sand medium. If freezing were to occur, infiltration would not be possible.

Table 2.1: Summary of Rapid Infiltration Basin Area

RI Basin Reference Area (m2) RI 1 3,000 RI 2 5,000 RI 3 13,000 RI 4 13,000

2.2 Sewage Treatment Plant Flows

Under the conditions of the permit, the average annual discharge allowed is 4,500 m3/d with a maximum discharge of 13,600 m3/d. This maximum is in recognition of the inflow and infiltration

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City of Fernie

l Fernie Alpine Resort k

r o w

s n e s t

City of Fernie Sewage Treatment Plant

0120.5 Kilometers

Client/Project Legend City of Fernie Suite 200 - 286 St. Paul St. Kamloops, BC, CANADA Scale Date Figure No. V2C 6G4 Tel. 250.374.8311 1:50,000 June, 2006 Figure 2.1 Fax. 250.374.5334 Job No. - 1043.0040.05 Title www.urban-systems.com Location of Sewage Treatment Plant

City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

which is received at the sewage treatment plant. In recent years, the maximum and average flow requirements have both been exceeded.

The average monthly flows are presented in Figure 2.2. Since 2001, there has been an increase in the average monthly flow from 3,714 m3/d to 5,479 m3/d. The average annual flow requirements in the permit was exceeded in 2002, 2003, 2004 and 2005. Taking the data from 2001 to 2005, the average annual flow was approximately 4,800 m3/d, which also exceeds the permit requirement of 4,500 m3/d. The maximum flow data show less of a clear trend and are influenced by the environmental conditions at the time. These factors include snow pack, melt rate, severity of storm event and the duration of melt and storm events.

Figure 2.2: Average and Maximum Monthly Flow Data (2001 to 2005)

12,000

10,000

8,000

/d) 3 6,000

Flow (m

4,000 Average monthly flow

2,000 Maximum monthly flow

0 2001 2002 2003 2004 2005 Year

The maximum daily flow is also recorded. This has exceeded the permit requirements on occasion since 2001, and are summarised in Table 2.2. In severe inflow/infiltration events, the flow meters may not be able to provide an accurate indication of the flow rate. Therefore, the maximum flows under these conditions is unknown.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

Table 2.2: Summary of Maximum Day Permit Exceedences

Date Flow (m3/d) January, 2002 32,431 April, 2002 > 13,600 August, 2002 > 13,600 March, 2003 15,218 January, 2005 20,492 August, 2005 > 13,600 October, 2005 14,042

The impact of inflow and infiltration on the flows to the sewage treatment plant is significant, with weather conditions (storm and melt events) being the greatest influence on the volume of inflow or infiltration which is received at the plant. The maximum capacity of the existing rapid infiltration basins is approximately 5,000 m3/d. Once this capacity is exceeded, or a reduced capacity is experienced due to high river or ground water conditions, direct river discharge is required. Since 1995, direct river discharge has been required for approximately 30 to 50 days for each year.

2.3 Effluent Quality

Under the conditions of the permit, the effluent discharge criteria to the rapid infiltration basins or the Elk River are:

• 5 day biochemical oxygen demand (BOD5) 45 mg/L • Total suspended solids (TSS) 60 mg/L

The permit indicates that disinfection is not required, at this time.

The permit indicates that the effluent, prior to discharge to the RI basins, is to be monitored on a

monthly basis for TSS and BOD5. Additional monitoring at an increased frequency is required during events when there is a direct river discharge.

The effluent quality is summarised in Table 2.3 using the City’s data from 2001 to 2006. Additional monitoring was completed during May of 2006.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

Table 2.3: Summary of Effluent Quality (2001 to 2006)

Parameter Units Minimum Maximum Average Number of Samples

BOD5 mg/L < 10.0 25.0 14.3 13 TSS mg/L 10.0 50.0 23.9 14 Nitrate mg/L < 0.01 0.51 0.16 18 Nitrite mg/L < 0.05 0.17 0.05 17 Ammonia mg/L 2.9 17.9 10.1 20 Organic Nitrogen mg/L 0.1 8.7 4.1 14 Total nitrogen mg/L 8.1 21.3 13.4 14 Orthophosphorus mg/L 0.09 2.04 1.13 14 Total phosphorus mg/L 1.05 2.81 1.58 14 pH - 6.8 8.1 7.4 12 Temperature oC 10.0 12.0 11.0 3 Dissolved Oxygen mg/L 2.4 11.0 6.5 3 Faecal coliforms Counts/100 mL 1,900 13,000 5,579 13 E. coli Counts/100 mL 1,500 22,000 5,988 12 Enterococci Counts/100 mL 150 6,800 3,568 10

2.3.1 Organic Matter

The data indicate that a good quality effluent is being achieved for both TSS and BOD5. The data indicate a consistent compliance with the permit requirements. Out of the data set reviewed,

there were four records of the BOD5 concentration being below the analytical detection limit. There is one recorded event of an elevated concentration of TSS (50 mg/L). This is typical for a lagoon process, especially during the early spring after ice melt as a result of turn-over or an increase in algal activity. The recorded TSS concentration was still within the permitted discharge parameters.

2.3.2 Nitrogen The data indicate that the total nitrogen in the effluent consists mainly of ammonia (71%) with only 2% of the nitrogen being in the form of nitrate and nitrite. Organic nitrogen is the next highest component of the effluent (27%). The high proportion of ammonia and organic nitrogen would be expected from a lagoon system, which is not designed for nitrification (biological ammonia reduction). The data indicate that uncontrolled nitrification does occur, resulting in periodic low concentrations of ammonia. The lowest concentration on record is 2.9 mg/L, which was from a sample taken early in April 2004. This low concentration is unlikely to be a factor of nitrification due to the lack of increase in nitrate and the low ambient temperatures which are

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

typical of this time of the year. This very low concentration is more likely reflective of dilution through inflow and infiltration. It is more common for the effluent ammonia concentration to be in the 12 to 15 mg/L range.

2.3.3 Phosphorus The phosphorus concentration is low for a lagoon system, with the average for total and orthophosphorus being 1.58 mg/L and 1.13 mg/L, respectively. It is likely that the low average and minimum concentrations are a factor of dilution through inflow and infiltration. The maximum concentrations (2.8 mg/L for total phosphorus; 2.0 mg/L for orthophosphorus) are likely to be more representative of normal operational conditions. The data indicate that approximately 70% of the phosphorus is in the form of orthophosphorus, or soluble reactive phosphorus. This type of phosphorus is readily biologically available and is the type of phosphorus which has a direct impact on algal growth. For a sewage treatment plant effluent, the remaining phosphorus is likely to be in the form of cellular matter or insoluble particulate phosphorus.

2.3.4 Bacteriological Parameters The data indicate consistently high concentrations of faecal bacteria. Although some die off has occurred as part of the sewage treatment plant process, the concentrations are not representative of an effluent which has been disinfected through a controlled process. The effluent is not disinfected prior to release, so the measured concentrations are as expected.

2.3.5 Miscellaneous Parameters The pH, temperature and dissolved oxygen concentrations are representative of data taken during May 2006. The pH range is typical for that observed in a lagoon system, which can often experience a range of pH values due to algal activity. As the sewage treatment process has a longer retention time than high rate processes, it would be expected that lower temperatures would be measured during the winter months. Under these conditions, the temperature could be < 5 oC. Increases in temperature will be observed during the summer months, if shallow water is subjected to a prolonged period of hot, sunny weather. In this case, the temperature could be in the 20 oC range. The dissolved oxygen concentration will also fluctuate as a factor of temperature and algal activity. Concerns have been raised in the past regarding the heavy duckweed accumulation on the facultative lagoon, potentially causing a decrease in the dissolved oxygen concentration. Although this can be observed, lagoon effluents typically have higher concentrations of dissolved oxygen when compared with mechanical-type processes. This is due to the presence of algae in the lagoons, which release oxygen as part of the photosynthetic process.

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2.3.6 Toxicity

Although the data are not presented, twelve LC50 rainbow trout toxicity bioassays have been completed since 2001. These were completed in accordance with the standard bioassay methodology (Environment Canada, 1990), which allows a pH drift (increase) to occur through the duration of the test. This pH increase can result in a test failure as a result of ammonia becoming more toxic under these conditions. The test failure is not necessarily representative of the nature of the effluent, but is a factor of the test protocol. The data for the City of Fernie indicate that the effluent is non-toxic, with 100% survival of the fish for all tests.

2.4 Environmental Monitoring Data

Ground water monitoring is required under the existing BC Ministry of Environment permit. There are four monitoring wells – one background well and three down-gradient wells. Monitoring is required for each well once every three months for chloride, ammonia, nitrate, nitrite, total dissolved phosphorus, sodium, total coliforms and faecal coliforms.

Additional monitoring is required under the permit for events when there is a direct discharge to the Elk River. During a by-pass event, samples are taken from the Elk River, one upstream and one downstream site throughout the duration of the discharge. These samples are analysed for faecal coliforms, although other parameters have also been included during these sampling events.

The locations of the river and ground water monitoring sites are shown in Figure 2.3. It is estimated that the distance from the natural boundary of the Elk River to the monitoring wells is:

• Well 1 (background) approximately 440 m • Well 2 (down-gradient) approximately 120 m • Well 3 (down-gradient) approximately 115 m • Well 4 (down-gradient) approximately 130 m

The data for the surface and ground water sites is reviewed in Sections 4.7 and 4.8.

Page 8 1043.0040.05 / July, 2006 U:\Projects_CAL\1043\0040\05-Environmental\R-Reports-Studies-Documents\Final\2006-06-29-REP-STP EIS final.doc Background Well 1 2

Effluent Sample Site Î"i

Elk River Upstream

72 ! Down-gradient Well 2

Down-gradient Well 3

! Down-gradient Well 4 !

Elk River Downstream

Client/Project City of Fernie Suite 200 - 286 St. Paul St. Scale Date Figure No. Kamloops, BC, CANADA V2C 6G4 NTS June, 2006 Figure 2.3 Tel. 250.374.8311 Title Fax. 250.374.5334 Job No. - 1011.0031.01 www.urban-systems.com Monitoring Locations

City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

3.0 SUMMARY OF THE PROPOSED UPGRADES

The proposed upgrades have been designed to improve treatment, improve infiltration capabilities for the rapid infiltration basins and to increase storage to manage the excess flows which are received during a storm or melt event. The method of discharge will be to the rapid infiltration basins, with the direct river discharge only being used under conditions of poor infiltration as a result of high surface and/or ground water conditions coinciding with an inability to store the surplus effluent. Therefore, the upgrades aim to reduce the frequency of direct river discharges.

The following modifications will be made to the existing sewage treatment plant:

• The construction of a new blower building. • The addition of a new 5,000 m3 partial mix tank. • The addition of a new 48,000 m3 aerated pond. • Upgrade the existing aeration pond through the installation of fine bubble membrane diffusers. • Upgrade the existing facultative lagoon/polishing pond through the addition of limited aeration which will aim to control the existing duckweed growth, but not compromise the settling capabilities of this lagoon. • Refurbish and redesign the existing twin winter RI basins (RI #1). • Refurbish the existing RI basins (RI #2 and RI #3) through excavation to a depth of 1 m and replacement of the infiltration medium. The walls of the RI basins will be raised to provide additional storage in an emergency. This will result in a storage capacity of approximately 60,000 m3. • Construction of two new RI basins (RI #4 and RI #5).

As a result of the proposed upgrades, the average annual design flow will be 6,500 m3/d.

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4.0 RECEIVING ENVIRONMENT

4.1 Background Information

The Elk River is the closest surface water body to the City of Fernie sewage treatment plant. The river is located approximately 150 m from the sewage treatment plant lagoons and the rapid infiltration basins to which the effluent is discharged. Under high ground water conditions, the effluent is also discharged directly to the Elk River.

Situated in the Rocky Mountains of south eastern British Columbia, the headwaters of the Elk River are located in the Elk Lakes Provincial Park, where it is fed by the glacial waters of the Elk Lakes. The river is a 6th order stream and runs through the Elk River Valley in a general south west direction for approximately 213 km before its confluence with the Kootenay River at Lake Koocanusa. The City of Fernie is located approximately 46 km from the confluence between the Elk and Kootenay Rivers. Based on information from the Federal-Provincial database FishWizard, there are 49 named tributaries that flow into the Elk River, including the Fording River and Michel Creek. Historic Water Survey of Canada records indicate that the Elk River has an average annual flow of approximately 48 m3/s at the gauging station at Fernie.

There is one dam on the Elk River, operated for power generation. This is located near the confluence with the Kootenay River by the small community of Elko. This dam isolates the upper Elk River from the Kootenay system.

As the Elk River Valley decreases in elevation, the Elk River passes through several biogeoclimatic (BEC) zones. At the headwaters, the area is typified by the Alpine Tundra and Engelmann Spruce - Subalpine Fir BEC zones. On the outskirts of Elk Lakes Park, the area is dominated by the Montane Spruce zone. Following this, in the area around Fernie, the Interior Cedar-Hemlock zone becomes dominant before shifting to the Interior Douglas Fir and Ponderosa Pine BEC zones closer to the confluence with the Kootenay River.

In particular, the region around Fernie is characterized by the Kootenay Moist Cool Interior Cedar-Hemlock (ICHmk1) variant. This variant is typified by warm, wet summers and cool winters with moderate snowfall. Although uncommon due to extensive impacts by wildfire, climax forests are dominated by western redcedar, hybrid white spruce and subalpine fir. Seral sites contain primarily lodgepole pine, Douglas-fir and western larch. The understory is commonly composed of falsebox, black huckleberry, Utah honeysuckle, twinflower, bunchberry, queen’s cup and prince’s pine. The habitat provided by the Kootenay Moist Cool Interior Cedar-

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Hemlock variant is important to moose and deer during the summer and fall as well as cavity nesting birds such as Williamson’s Sapsucker and Black-backed Woodpecker.

4.2 Fisheries Resources

The fisheries values associated with the Elk River are high, as it is recognized as an important coldwater fishery. The species which are known to be present in this river, as identified by FishWizard, are summarised in Table 4.1. Dolly varden are also reported to be present in the Elk River (McDonald, 1987). This species is on the BC Blue List. A blue listed species is defined as any indigenous species, subspecies or plant community that is extirpated, endangered, or threatened in BC. Extirpated elements no longer exist in the wild in BC, but do occur elsewhere. Endangered elements are facing imminent extirpation or extinction. Threatened elements are likely to become endangered if limiting factors are not reversed. Species which are identified as being on the yellow list refer to indigenous species which are not at risk in BC. None of the species listed below is recorded on Schedule 1 of the Species at Risk Act.

Table 4.1: Status of Fish Species Present in the Elk River

Common Name Scientific Name Status in BC

Westslope Cutthroat trout Oncorhynchus clarkii lewisi Blue

Bull trout Salvelinus confluentus Blue

Kokanee Oncorhynchus nerka Yellow

Longnose sucker Catostomus catostomus Yellow

Mountain whitefish Prosopium williamsoni Yellow

Rainbow trout Oncorhynchus mykiss Yellow

Cutthroat trout Oncorhynchus clarkii No Status

Brook trout Salvelinus fontinalis Exotic

In the area around Fernie, the Elk River is characterized by a swift current in a river valley approximately 1 km wide and is a popular spot for recreational angling during the summer and winter months. Trout, including the blue listed species, are open for fishing in the summer and winter. A previous fish assessment has indicated that mountain whitefish were found to be the most abundant fish in the Elk River, followed by cutthroat trout and bull trout (Highwood Environmental Management Ltd., 2001).

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4.3 Flow Data

Discharge measurements of the Elk River have been collected by Water Survey of Canada at site 08NK002, the Elk River at Fernie, since the late 1920’s. More recent data from 2000 to 2005 are summarised in Figure 4.1. During this time period, the average daily discharge was 42.7 m3/s, which is slightly lower than the historical value of 48 m3/s. This slight decrease may be due to the drought conditions which have been experienced in BC in the last few years.

Both the minimum and maximum daily flows for this time period were recorded in 2002. The lowest daily flow was 6.5 m3/s, which occurred in January, 2002. The maximum flow on record for this time period was 368 m3/s, which occurred in June, 2002. The onset of the spring freshet is typically in April, with the peak freshet being achieved in June. There is a second fall freshet, which has a lower peak than the spring freshet. The low flows are experienced during the winter months, and typically equate to an approximate flow of 7 m3/s. The 7-day low flow for the 2 year return period is approximately 8.5 m3/s.

Figure 4.1: Discharge Flows of the Elk River near Fernie (2000 to 2005)

400

350 Maximum

Average 300 Minimum

250 /sec)

3 200

Flows (m 150

100

0 July May June April March August January October February December November September Month

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4.4 Existing Water Use

There are 10 licences identified on the Elk River. Of these licences, 9 are approved and active, with only 1 being in the approval process. The licences tend to be for a single use, with two licences being for multi-purpose usage. The uses are identified as being irrigation (2), domestic (1), processing (2), mining activities (2), work camps (1), storage (2), power (1) and snow making (1). It is the licence for snow making which is currently in the approval stage. The City of Fernie has one active water licence on the Elk River, which states that this licence is to be used for conservation activities.

These licences cover a large area. Of these licences, only 4 are located downstream of the City of Fernie sewage treatment plant. All 4 have the same point of diversion and are located approximately 16 km downstream of the City of Fernie sewage treatment plant, with only one being for domestic use. These licences are summarised in Table 4.2. The closest licence to the sewage treatment plant relates to snow making, and is located by the ski hill turn off, approximately 4 km upstream of the City’s sewage treatment plant. This licence is upstream of the ski hill’s sewage treatment plant and has not yet been approved.

Table 4.2: Location of Water Licences from the City of Fernie Sewage Treatment Plant

Licence Point of Licensee Usage Number Diversion C031689 PD23794 Tembec Industries Inc. Domestic

C031689 PD23794 Tembec Industries Inc. Processing

F120603 PD23794 BC Hydro Power

F120604 PD23794 BC Hydro Power

4.5 Anthropogenic Point Sources in the Elk River Basin

Anthropogenic activities are found throughout the Elk River Valley. These include municipal developments, agriculture, forestry and the associated transportation networks. The forestry industry is described as being the most dominant industry for employment in this area. The larger municipal developments in this area are the District of Elkford, the District of Sparwood and the City of Fernie, each of which have authorised facilities through the BC Ministry of Environment to treat the community’s sewage. There is a fourth discharge from the Fernie Alpine Resort. The domestic discharges from the District of Elkford, District of Sparwood and

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Fernie Alpine Resort are summarised in Table 4.3 and are illustrated in Figure 4.2. Section 2 summarises the discharge from the City of Fernie sewage treatment plant.

The releases at Elkford are the furthest upstream, approximately 60 km from the City of Fernie. The sewage treatment plant consists of aerated biological treatment (lagoons) for the removal of organics and solids. Under normal operating conditions, the discharge is to ground, although a direct discharge to the Elk River is permitted under conditions of high ground water. The discharge for Sparwood is located approximately 25 km upstream of the City of Fernie. This plant consists of an activated sludge plant with UV disinfection before discharge to the Elk River. The discharge from the Fernie Alpine Resort is located approximately 5 km downstream of the City of Fernie and approximately 4 km upstream of the City of Fernie sewage treatment plant. This plant is a high rate treatment plant which is designed to nitrify, reduce phosphorus and disinfect the effluent before discharge.

Table 4.3: Summary of Sewage Discharges

Point of Discharger Authorisation Discharge Summary Discharge District of Permit PE- Maximum flow 2,840 m3/d To ground via Elkford 06077, last infiltration basins Average annual flow 1,690 m3/d amended in November 1996 BOD5 < 45 mg/L TSS < 60 mg/L District of Permit PE- Maximum flow 1,730 m3/d Elk River Sparwood 00253, last BOD ≤ 45 mg/L amended in 5 February, 1997 TSS ≤ 45 mg/L Faecal coliforms < 200 counts/100 mL Fernie MSR registration Maximum flow 1,280 m3/d Elk River Alpine BOD < 45 mg/L Resort 5 TSS < 45 mg/L Faecal coliforms < 200 counts/100 mL Total phosphorus < 1 mg/L Orthophosphate < 0.5 mg/L

Effluent to be non-toxic (LC50 96 hour rainbow trout bioassay)

Page 15 1043.0040.05 / July, 2006 U:\Projects_CAL\1043\0040\05-Environmental\R-Reports-Studies-Documents\Final\2006-06-29-REP-STP EIS final.doc ÆFORDING RIVER

F o r E d l i k n g R ¯ i R v i e v r e r GREENHILLSÆ

District of Elkford

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L ÆLINE CREEK

Gr a ve C re ek ÆELKVIEW k e e r

Mine_Locations District of Sparwood C k

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o M s i k c c h i e r l C E re ek

City of Fernie COAL MOUNTAIN Liza Æ rd C reek Fernie Alpine Resort

City of Fernie

r o w

e s

t H

w y Sewage Treatment Plant

010205 Kilometers

Client/Project Legend Suite 200 - 286 St. Paul St. City of Fernie Kamloops, BC, CANADA Æ Approximate Mine Locations Scale Date Figure No. V2C 6G4 Tel. 250.374.8311 1:450,000 June, 2006 Figure 4.2 Fax. 250.374.5334 Job No. - 1043.0040.05 Title www.urban-systems.com Anthropogenic Activities

City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

Mining activities are also common in the Elk Valley, with the focus being coal. The East Kootenay Coalfields is comprised of three separate fields (Flathead, Crowsnest and Elk Valley coalfields) which extend north from the US border. These have been described as the most important coal fields in British Columbia (Ryan, 2002), having produced over 500 million tonnes of coal since 1898, with large scale open pit mining being first initiated in the Elk River watershed in the early 1970’s. There are five mines which are of interest to this report, all of which are open pit mines. There are two mines in the Crowsnest Coalfield to the south of the valley: Coal Mountain Operations and the Elkview Operations. The remaining three mines are located in the Elk Valley Coalfield: Line Creek Mine, Greenhills Mine and the Fording River Mine. All five mines operate under the Elk Valley Coal Corporation. The location of these mines are shown on Figure 4.2.

The five mines are summarised below:

• Coal Mountain is the southern-most mine, located 30 km southeast of Sparwood. The mine consists of approximately 2,500 hectares, of which approximately 650 hectares are currently being mined or are scheduled for mining. Based on the known reserves, this mine will be operational for at least 14 years. Any discharges from this mine will ultimately discharge to Michel Creek and then to the Elk River.

• The Elkview mine is located approximately 15 km from Sparwood and consists of approximately 23,000 hectares. The mine has been operational for over 30 years and is projected to be active for another 40 years. Activities from this mine can drain into the Elk River from the north, above Sparwood, or from the south via Michel Creek as a result of discharges to Bodie and Erickson Creeks.

• The Line Creek mine is located approximately 27 km north of Sparwood. This site was first mined in 1981. Activities from this mine drain into Line Creek.

• The Greenhills mine is located 8 km northeast of Elkford. Of the 10,900 hectares of land, approximately 2,700 hectares are currently being mined or are scheduled for mining. This mine is anticipated to be operational for another 25 years. Activities from this mine drain the Elk River via Fording River.

• The Fording River mine is the most northern mine, located 29 km northeast of Elkford. The mine is approximately 20,000 hectares, of which 3,600 hectares are currently being mined or are scheduled for mining. Mining first occurred in 1969 and is projected to continue for at least a further 25 years. Activities from this mine drain the Elk River via Fording River.

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All five mines have active discharge permits through the BC Ministry of Environment. It is assumed that this includes the on-site treatment of domestic sewage wastes. It is also assumed that all sites continue to operate explosives which result in the release of nitrates to the local surface waters (Section 4.6).

4.6 Historical Information on the Elk River Basin

In the early to mid 1980’s, the BC Ministry of Environment completed a study on the Elk River basin to assess the impacts of discharges from the coal mining industry activities and the release from municipal sewage treatment plants (McDonald, 1987). The mining activities were initiated in the early 1970’s and changes had been observed in the concentrations of nutrients in the surface waters since that time.

The nitrogen in the Elk River basin is largely in the form of nitrate. Since 1975, there has been an increase in the concentration of nitrate below Elkford due to the activities of the mines and the resulting releases to tributaries of the Elk River. Line Creek, Grave Creek, Michel Creek and Fording River are all tributaries which have increased nitrate concentrations as a result of the mining activities in the area. Nitrate concentrations are observed to decrease along the Elk River below these tributaries.

For the other nitrogen parameters, nitrite concentrations are recorded to be below analytical detection limits, with limited sample events where concentrations of ammonia have been recorded. Elevated concentrations of ammonia (up to 1.4 mg/L) were recorded in Bodie Creek, a tributary in the lower part of Michel Creek. The reason for this increase was unknown and considered to be either due to creek rehabilitation work at the time of monitoring or as a result of the sewage treatment plant release from the mine. A slight increase in the ammonia concentration was also observed in the Fernie area and suspected to be due to the old City of Fernie sewage treatment plant, which used to discharge directly to the Elk River and was replaced with the existing facility in early 1990’s. There was only one observation for organic nitrogen, which related to Michel Creek. The source of the organic nitrogen was unknown, but thought to be related to snowmelt and weather conditions.

The primary focus for phosphorus is soluble reactive phosphorus, which is the form most readily available for biological use and, therefore, has the greatest potential to impact algal growth in a surface water. For the Elk River, soluble reactive phosphorus is found in very low concentrations (< 0.001 mg/L) above Elkford, increasing slightly further downstream. The increases which are observed during and just after the spring freshet period are attributed to Michel Creek. The highest concentration of soluble reactive phosphorus in this creek is found during the spring

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freshet. This phosphorus is considered to be the result of natural sources, and is not attributed to the mining activities. With the nitrogen and phosphorus which are present in this creek during the spring/early summer, algal growth is experienced. Although this is short-lived, the extent of the algal growth does have the potential to exceed the BC water quality guidelines. The nutrients in Michel Creek during the spring freshet also have the potential to result in downstream impacts. Algal growth can be observed in the Elk River downstream of the Michel Creek confluence. The extent of this algal growth can be heavy once the turbidity, as a result of the freshet, decreases. The increases in the phosphorus concentration during the winter months are attributed to releases from sewage treatment plants, primarily the City of Fernie and Fernie Alpine Resort. As indicated above, this information relates to the historical sewage treatment plants for both the City of Fernie and the Fernie Alpine Resort. Upgrades have been completed for both facilities since the writing of the McDonald report.

With respect to nutrients, the growth of algae in the Elk River basin is phosphorus limited. This was not the case historically, when nitrogen limitation was observed in the Elk River below Michel Creek. The use of explosives in the mines has resulted in an increase in the nitrogen in the Elk River Basin, when compared with the data from the early 1970’s. The BC MoE has raised concerns that if there is an increase in phosphorus in the system, this could result in excessive algal growth, especially in Michel Creek. However, a decrease in the soluble reactive phosphorus has been observed in the lower Elk River since the early 1970’s.

Algal growth was monitored in 1985 and 1986, with some sites exceeding the BC Water Quality Guidelines for aesthetics (Michel Creek, Elk River below Sparwood, Elk River above and below Lizard Creek) and for the protection of aquatic life (Michel Creek and the Elk River below Lizard Creek). The primary focus was Michel Creek; the very thick algal growth which was observed in the 1985 sampling period was not evident in 1986, although higher levels of nutrients were observed in the water column in 1986. It is thought that this lack of algal growth in Michel Creek was likely due to scour action, as high flow rates were observed in this creek in 1986, compared with 1985. Of interest was the increase in algal growth observed in the lower stretches of the Elk River in July of 1986. This was thought to be related to the nutrients released from Michel Creek during the spring freshet.

As a result of the study which was completed by the BC MoE, the following management strategies were recommended (McDonald, 1987):

• Control and reduction of the soluble nitrogen which enters the basin as a result of the mining activities;

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• For sewage treatment plants, phosphorus removal would be required for a direct river discharge to the Elk River above Michel Creek. This area is limited for phosphorus but has a river substrate which is suitable for algal growth to occur. For sewage treatment plants below the confluence with Michel Creek, direct river discharge of effluents is to be discouraged, where possible, due to the excessive algal growth which can occur in the Elk River in July. Although this algal growth is largely influenced by Michel Creek, algal growth was observed at other times of the year and was attributed to sewage effluent releases. These recommendations are based on the system being phosphorus limited. With such a system, the high nitrogen concentrations are not able to sustain algal growth unless increased phosphorus is present. There are concerns that if sewage effluents containing soluble reactive phosphorus are released, this could result in a significant increase in algal growth due to the high concentrations of nitrogen which are already present.

• Water quality guidelines were recommended for Michel Creek and the lower Elk River. These were not to be focused on water quality measurements, but based on an assessment of algal growth. The criteria for Michel Creek is for algal growth to be < 100 mg/m2 as chlorophyll a, based on the protection of aquatic life. A maximum concentration of 50 mg/m2 as chlorophyll a was set for the lower Elk River. This was based on aesthetics, due to the high recreational use in this area.

Since the completion of the report by McDonald, changes have occurred to the area, including changes at the sewage treatment plants located at Elkford and Sparwood. For the Fernie area, upgrades have been completed to the sewage treatment plants serving the City of Fernie and the Fernie Alpine Resort. For the City of Fernie, the old plant was abandoned and a new facility constructed downstream of the Fernie Alpine Resort release. The effluent discharge from this new facility is to ground, except under high ground water conditions, compared with the continual direct river discharge for the old plant. Upgrades have been completed to the facility located at the Fernie Alpine Resort. These are summarised in Section 4.5. As a result of these upgrades, the sewage treatment plant permit was not re-issued, requiring registration under the Municipal Sewage Regulation. The completion of an environmental impact study is required as part of the conditions of registration. Based on the information presented in the study completed for the Fernie Alpine Resort (Highwood Environmental Management Ltd., 2001), the water quality in the Elk River upstream of the City of Fernie sewage treatment plant is:

• Nitrogen 0.3 to 0.6 mg/L (primarily as nitrate);

• Total phosphorus 0.05 to 0.4 mg/L, with the higher concentrations being observed during the spring freshet. However, the soluble reactive phosphorus was below the analytical detection limit (< 0.005 mg/L).

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4.7 Review of Surface Water Data

To review the current status of the Elk River prior to any by-pass discharge by the City of Fernie, the data from the upstream site are the primary focus of Table 4.4. For data points which were below the analytical detection limit, half the detection limit was used for statistical purposes.

Table 4.4: Data Summary - Elk River at Fernie, Upstream of STP (2001 to 2006)

Parameter Minimum Maximum Average

TSS (mg/L) < 1 180 24

Nitrate (mg/L) 0.080 0.920 0.491

Nitrite (mg/L) < 0.002 0.025 0.007

Ammonia (mg/L) < 0.010 0.050 0.017

Organic Nitrogen (mg/L) 0.050 0.675 0.183

Total nitrogen (mg/L) 0.200 1.100 0.647

Orthophosphorus (mg/L) 0.002 0.014 0.008

Total phosphorus (mg/L) 0.006 0.250 0.037

pH 6.5 8.3 7.8

Temperature (oC) 6.0 6.0 6.0

Dissolved Oxygen (mg/L) 9.3 9.6 9.4

Faecal coliforms (counts/100 mL) < 1 > 5,900 72

E. coli (counts/100 mL) < 1 > 5,400 14

Enterococci (counts/100 mL) < 1 133 18

4.7.1 Total Suspended Solids With the exception of the more recent sampling events, low TSS concentrations (< 10 mg/L) were observed to be present in the Elk River. Two of the sampling events which were completed in May 2006 were representative of TSS conditions under high river flows and recorded

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concentrations of 125 mg/L and 180 mg/L. The Water Survey Canada hydrograph for the Fernie gauging station indicates that there was a sharp increase in the river flows at this time, resulting in a river flow rate of over 250 m3/s. This increase was the result of a high melt event due to a prolonged period of high ambient temperatures, followed by a period of heavy rain. The increase in river flow which was observed may represent the peak freshet period for 2006.

4.7.2 Nutrients Nitrogen in the Elk River is in the form of nitrate, with low concentrations of nitrite, ammonia or organic nitrogen being present at times. Nitrate is indicated to be present historically as a result of the mining activities in the area (McDonald, 1987). Based on the data which are available, with the exception of spring 2006, the river would be classed as oligotrophic (nutrient limited) based on the existing concentrations of total nitrogen (USEPA, 2000). However, four data points from 29th March 2006 to 19th April 2006 indicate mesotrophy (i.e. higher nutrient conditions, but are not representative of eutrophic nutrient enrichment).

The concentration of orthophosphorus, or soluble reactive phosphorus, in the Elk River is low (< 0.006 mg/L), with the higher concentrations being measured in the spring of 2006. It is this form of phosphorus which is readily available for biological use and can be assimilated by algae. There is no relationship between the concentration of orthophosphorus and total phosphorus. This is likely due to the increases in the total phosphorus concentration as a result of scour of natural substrate. Therefore, this phosphorus is likely to be in a mineralised form and is not readily available for biological uptake. With the exception of the two data points taken during the high river flow event experienced in May 2006, the Elk River would be classed as oligotrophic based on the concentration of total phosphorus (USEPA, 2000). The elevated data points are not being considered as important here, due to the nature of the river at the time of sampling. These conditions would not be classed as representative of typical river characteristics. Due to the nature of total phosphorus, it is questionable whether this parameter is a suitable measure of trophic status for a water body (USEPA, 2000).

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4.7.3 Bacteriological Parameters The concentrations of faecal bacteria present in the Elk River are low. With the exception of a very limited number of sampling events since 2001, these concentrations are below the recommended BC guidelines for recreational water use (< 200/100 mL for faecal coliforms; < 77/100 mL for E. coli and < 20/100 mL for Enterococci). One of the events where elevated concentrations of faecal bacteria were recorded relate to the very high river flow period in May 2006. For E. coli and faecal coliforms, the data from the May 24th 2006 sampling event represent the highest values on record. Due to the dilutions used during the laboratory analysis, a concentration for faecal coliforms and E. coli cannot be established (> 5,900 counts/100 mL for faecal coliforms and > 5,400 counts/100 mL for E. coli). There are no data for Enterococci during this time period.

4.7.4 Field Parameters The temperature and dissolved oxygen concentrations are representative of data taken during May 2006, and may not be representative of conditions experienced during the late summer or winter period. The lower temperatures which would be expected during the winter and warmer temperatures which would be expected during the late summer would influence the resulting river dissolved oxygen concentration. The pH data represent a larger data span, from March 2005.

4.7.5 Toxicity As indicated in the Municipal Sewage Regulation, toxicity is not a concern for a discharge to ground, as is the case for the City of Fernie. The information presented below is assuming that the effluent is capable of entering the Elk River in the vicinity of the sewage treatment plant site.

For a domestic sewage effluent, there are few parameters which may result in toxicity in the aquatic environment. One potential cause for aquatic toxicity is the presence of metals which can be found in the influent. However, these metals are largely removed as a natural part of the sewage treatment plant process, through adsorption onto the biosolids. Therefore, the primary focus for toxicity with sewage effluents for a discharge to a fish-bearing surface water is the presence of ammonia and chlorine. As disinfection with chlorine is not practiced by the City of Fernie, this will not be considered further.

Aquatic toxicity is an effect which focuses primarily on the response of fish to ammonia. Aquatic toxicity as a result of ammonia is related closely to the pH, with the potential for toxicity + increasing as the pH increases. There are two forms of ammonia: ionised ammonium (NH4 ) and

un-ionised ammonia (NH3). These two forms exist in equilibrium together in water. It is the un-

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ionised ammonia which is toxic to fish. This form becomes more predominant as the pH increases.

Ammonia toxicity, in the context of the environment and human health, has been reviewed recently under the Priority Substances List 2 of the Canadian Environmental Protection Act (CEPA). In June 2000, a recommendation was made that ammonia be declared toxic, with respect to the environment not human health, under the CEPA. This recommendation was

upheld, resulting in management strategies being developed under this Act. The LC50 96 hour rainbow trout bioassay is recognised at the Federal and Provincial level as a means of establishing aquatic toxicity. The methodology for this bioassay has been defined by Environment Canada (1990). During the course of the evaluation of ammonia under the CEPA, discrepancies in the test validity were identified. These discrepancies related to sewage effluents containing ammonia and an increase in the toxicity of the sample, due to a pH shift during the course of the test. These failures as a result of the pH drift were related to the test protocol, not the effluent. As a result of this discrepancy, a new test protocol was developed to minimise the pH drift for the 96 hour bioassay duration. In developing this protocol, the toxicity of several sewage effluents were evaluated to form toxicity criteria based on pH. Safety factors were then incorporated into this evaluation, resulting in a defined relationship by which an effluent can be determined as toxic as a result of the presence of ammonia, under the CEPA. The outcome was published in the Canada Gazette (Department of Environment, 2004) and has been used as the criteria to determine a maximum effluent ammonia concentration for this environmental impact study.

Using the CEPA calculation (Department of Environment, 2004) and based on the pH of the Elk River, Table 4.5 summarises the concentrations of ammonia which would have to be present in the river before acute toxicity is possible. The pH values which are used represent the minimum, maximum and average values from the City’s historical sampling events at the upstream site.

Table 4.5: Estimation of Aquatic Toxicity due to Ammonia

River pH Concentration of Total Ammonia (mg/L) 6.5 520.8 7.8 36.5 8.3 13.1

The concentrations of total ammonia which would result in acute toxicity are significantly higher than that recorded in the Elk River. With the exception of the concentration at pH 8.3, the concentration of ammonia which would result in toxicity is significantly higher than that measured in the effluent before discharge to the rapid infiltration basins (12 to 15 mg/L). There is the

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possibility of toxicity in the event where a higher pH coincides with a concentration of ammonia towards the upper end of the measured range for the effluent. For this toxicity to occur, there would have to be no dilution/dispersion of the effluent within the ground water. The effect of this dilution and dispersion results in a decrease in the ammonia concentration and pH at the monitoring well locations. This dispersion and dilution would be further enhanced before the ground water meets the surface water of the Elk River.

4.7.6 Assessment of Background Surface Water Quality The data from the upstream sampling site have been reviewed with respect to the BC Water Quality Guidelines (BC Ministry of Environment, 1998). This information is summarised below.

• Suspended solids – The acceptable concentration of suspended solids or change in turbidity is based on an acceptable increase over the background concentration. The magnitude of the increase is based on the recorded river concentration, which is observed to vary according to the time of year and flow conditions.

• Nitrate – All concentrations at the upstream sampling site are below the minimum criteria in the BC Water Quality Guidelines (< 10 mg/L, based on drinking water). There is a higher threshold for the protection of aquatic life (< 200 mg/L for the maximum concentration or ≤ 40 mg/L for the average concentration);

• Nitrite – The acceptable concentration of nitrite is based on the protection of aquatic life, and is calculated using the chloride concentration, which is unknown. However, taking the highest concentration in the BC Water Quality Guidelines (0.06 mg/L nitrite), this value was not exceeded in the data set.

• Phosphorus – There is no criteria in the BC Water Quality Guidelines for phosphorus, with algal growth being the measure for this nutrient. The recommended criteria for the Elk River below Michel Creek is 50 mg/m2, measured as chlorophyll a (McDonald, 1987). As there are no periphyton data in this data set, evaluation with respect to the water quality guidelines can not be drawn.

• Bacteriological – The criteria for surface water with primary contact recreational use has been selected, due to the high recreational fishing which occurs in this area. There are values on record which exceed the BC Water Quality Guidelines for faecal coliforms and E. coli. These are absolute values and not geometric means, as indicated in the BC Water Quality Guidelines: ≤ 200/100 mL for faecal coliforms and ≤ 77/100 mL for E. coli.

• pH – All data are within the normal range of 6.5 to 9.0.

There are no criteria set for organic nitrogen, total nitrogen, chloride and sodium. Ammonia is addressed in Section 4.7.5. This is based on the requirements of aquatic life. Due to the limited

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number of data points for temperature and dissolved oxygen (May, 2006 only), no reference has been made for these parameters.

4.8 Review of Existing Ground Water Data

The standard discharge from the City of Fernie sewage treatment plant is to ground via one of four rapid infiltration basins. As the ground water flows in a northerly direction towards the Elk River, the City’s monitoring wells are situated to represent one background site (Well #1) and three down-gradient sites (Wells #2, #3 and #4). Well #4 is located the closest distance to the rapid infiltration basins (approximately 20 m from rapid infiltration basin #4). Well #3 is located approximately 45 m from the rapid infiltration basins and Well #2 is the furthest distance, approximately 52 m. There is approximately 100 m between Well #2 and the Elk River. Although the distances may provide a relationship with respect to the quality of water in each well, the nature of the ground substrate and frequency of basin operation will also influence the measured concentration in the samples taken from the monitoring wells.

Table 4.6 summarises the water quality for the samples from these wells. These data were collected as required under the conditions of the existing permit, with additional samples being collected in May 2006 as part of this environmental impact study. For data points which were below the analytical detection limit, half the detection limit was used for statistical purposes.

Table 4.6: Summary of Monitoring Wells Water Quality (1998 to 2006)

Parameter Background Well #2 Well #3 Well #4

Distance from RI 300 m 52 m 45 m 20 m

Nitrate (mg/L) 0.93 0.083 0.233 0.030

Nitrite (mg/L) < 0.05 0.007 0.014 0.007

Ammonia (mg/L) 0.048 11.11 7.85 9.96

Organic Nitrogen Non-detect 0.630 0.540 0.863 (mg/L)

Total nitrogen 0.077 9.44 4.73 9.13 (mg/L)

Orthophosphorus < 0.05 0.068 < 0.05 0.040 (mg/L)

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Table 4.6: Summary of Monitoring Wells Water Quality (1998 to 2006) (continued. . .)

Parameter Background Well #2 Well #3 Well #4

Total phosphorus 0.023 0.866 0.530 0.628 (mg/L)

Chloride (mg/L) 1.04 18.45 17.19 22.51

Sodium (mg/L) 1.59 22.43 21.23 21.65

pH 6.63 6.67 6.93 6.93

Temperature (oC) 4.67 4.67 5.00 5.67

Dissolved Oxygen 8.27 3.67 1.83 1.77 (mg/L)

Faecal coliforms 0.7 3.5 2 6.5 (counts/100 mL)

E. coli 0.8 1.5 0.8 2.1 (counts/100 mL)

4.8.1 Nutrients The effluent data indicate that the nitrogen is in the form of ammonia (Section 2.3.2). From the data collected from the monitoring wells, the predominant form of nitrogen is also ammonia and this is found in the down-gradient wells, but not the background well. From the data which are available, the conversion of ammonia to nitrate once the effluent has been discharged to ground is minimal. The decrease in the ammonia concentration in the down-gradient wells compared with the effluent is likely reflective of a dilution and dispersion effect rather than biological activity. The data relating to organic nitrogen and total nitrogen are limited, being focused solely on the sampling events which were completed in May 2006. Therefore, these data are not necessarily representative of the full data set, which is from 1998.

The data for orthophosphorus are limited to the May 2006 sampling events. These data indicate that there is no observed difference between the concentration of orthophosphorus in the background and down-gradient wells. There is a slight increase in the total phosphorus in the down-gradient wells compared with the background well, with similar concentrations being observed in all three down-gradient wells. Although the nature of this increase (i.e. soluble or insoluble phosphorus) is unknown, the orthophosphorus data indicate that the observed increase is more likely to be as a result of insoluble phosphorus rather than soluble phosphorus. The discharge of effluent to ground results in a natural filtering action, which retains insoluble particles. Therefore, it is rare to observe an increase in total phosphorus in monitoring wells as a

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result of the accumulation of particulate phosphorus from effluents. This increase is more likely to be the result of insoluble minerals containing phosphorus passing through the well screens. This type of phosphorus occurs naturally in the environment and is very insoluble.

4.8.2 Bacteriological Parameters Very low concentrations of faecal coliforms and E. coli were observed to be present in all wells, with the lowest concentrations being in the background well. The highest concentrations were observed in Well #4, with the maximum on record being 28/100 mL for faecal coliforms and 10/100 mL for E. coli.

There are no wells in the vicinity of the sewage treatment plant, with the exception being those wells which were installed for monitoring purposes on the sewage treatment plant site. Therefore, the discharge to ground is > 300 m up-gradient of any wells and unlikely to be within the zone of influence of any wells.

4.8.3 Field Parameters The pH, temperature and dissolved oxygen concentrations are representative of data taken during May 2006. Although little difference was observed between all the well sites for temperature and pH, changes were observed in the dissolved oxygen concentration, with lower concentrations being observed in the down-gradient wells. Wells #2 and #3 had the lowest concentrations (approximately 1.8 mg/L).

4.8.4 Miscellaneous Parameters The concentrations of chloride and sodium are consistent with what is anticipated for the wells. Lower concentrations are found in the background well with higher concentrations in the three down-gradient wells. This increase in concentration will be a factor of the effluent discharge to

ground. There are no data for TSS and BOD5 for the monitoring well sites.

4.8.5 Toxicity As indicated in Section 4.7.5, toxicity is not a concern for a discharge to the rapid infiltration basins. The information presented below is assuming that the effluent is capable of entering the Elk River in the vicinity of the sewage treatment plant site.

Using the CEPA calculation (Department of Environment, 2004) and based on the pH of the water in the down-gradient wells (approximately pH 7), aquatic toxicity would not be of concern with respect to ammonia unless the concentration of ammonia exceeded 187 mg/L. This relates to the measured concentration of a sample from the wells and does not factor any dilution which may have occurred to the effluent after discharge to the rapid infiltration basins. This estimation

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also does not accommodate any further dispersion or dilution before the effluent enters the Elk River. Therefore, this is a worst case scenario which is not representative of the actual conditions which are likely to occur. The concentration of ammonia which could result in aquatic toxicity is significantly higher than that which is measured in the City’s effluent.

4.8.6 Assessment of Existing Ground Water Quality The well data have been reviewed with respect to the BC Water Quality Guidelines (BC Ministry of Environment, 1998). When assessing the appropriate guideline to be used, the existing ground water uses in the vicinity have been considered. Due to the location of the point of discharge to ground, this area is > 300 m up-gradient of an existing well and is likely not within the zone of influence of an existing well. The water quality data are summarised below.

• Nitrate – All concentrations in the background and down-gradient wells are below the minimum criteria in the BC Water Quality Guidelines (< 10 mg/L, based on drinking water);

• Nitrite – All concentrations in the background and down-gradient wells are below the minimum criteria in the BC Water Quality Guidelines. These criteria are based on the protection of aquatic life and vary according to the chloride concentration, with concentrations being < 0.12 mg/L for the background well and < 0.6 mg/L for the down- gradient wells.

• Phosphorus – As there are no criteria for phosphorus with respect to ground water, the recommendations from the BC Water Quality Guidelines have been based on the recommendations for streams, as the nearest surface water body is the Elk River. There are no criteria for phosphorus, with this nutrient being expressed in terms of algal growth. Due to the lack of light in the monitoring wells, algal growth is not possible for these sample sites.

• Bacteriological – There are no criteria recommended for effluent monitoring wells, and there are no drinking water wells in this area. Therefore, the criteria for surface water with primary contact recreation use has been used, due to the location of the Elk River. All wells are below the criteria for faecal coliforms (≤ 200/100 mL) and E. coli (≤ 77/100 mL). This is based on the maximum recorded value in each well, not the geometric mean, which is the basis of the BC Water Quality Guidelines.

There are no criteria set for organic nitrogen, total nitrogen, chloride and sodium. Ammonia is addressed in Section 4.8.5. This is based on the requirements of aquatic life. Due to the limited number of data points for pH, temperature and dissolved oxygen (May, 2006 only), no reference has been made for these parameters.

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5.0 PROPOSED EFFLUENT CRITERIA

5.1 Effluent Predictions For Release to Ground

5.1.1 Flow Comparison On the assumption that all effluent discharged to ground enters the Elk River, the dilution ratio for the current permit flows, actual flows and future average monthly flows are summarised in Table 5.1. This also includes the 7 day low flow 2 year return. These data represent a worst case scenario, as the effluent is discharged to ground, rather than directly to the river, and will be subject to dilution with ground water before dispersion. The lowest dilution ratios are associated with the 7 day low flow 2 year return flows. All dilution ratios are higher than the 100:1 stipulated in the Municipal Sewage Regulation. This dilution ratio relates to a direct river discharge, not a ground discharge which is the primary mechanism of discharge in this case.

Table 5.1: Dilution Ratio (River: Effluent)

Dilution Ratio Month Current Permit Current Flow Future Flow (4,500 m3/d) (4,800 m3/d) (6,500 m3/d) January 287:1 270:1 199:1 February 248:1 232:1 171:1 March 294:1 276:1 204:1 April 629:1 590:1 436:1 May 1,690:1 1,584:1 1,170:1 June 1,906:1 1,786:1 1,319:1 July 1,318:1 1,236:1 913:1 August 667:1 626:1 462:1 September 577:1 541:1 400:1 October 596:1 558:1 412:1 November 431:1 404:1 298:1 December 333:1 312:1 231:1 7 day low flow 163:1 153:1 113:1

5.1.2 Estimated Changes in Ground Water Quality Based on previous discussions with the BC MoE, the focus of determining an appropriate effluent release will be based on the existing data and estimations relating to water quality changes, rather than assessing the sub-surface travel time to the property boundary, which is the Elk River

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in this case. The current operation of this site has indicated that there are no concerns with surfacing of the effluent on site or with the water quality data from the Elk River during the standard operation of discharge to ground.

The upgrades will result in a sewage treatment plant capable of treating up to 6,500 m3/d, as an average annual flow. The existing facility is currently treating an annual average flow of 4,800 m3/d. The upgrades are focusing primarily on addressing the increased flows as a result of the need to manage infiltration and inflow. Therefore, little difference is anticipated with respect to the effluent quality. Based on the current effluent quality data, the increases in loading are presented in Table 5.2.

Table 5.2: Estimated Changes in Discharge Load

Effluent Loading (kg/d) Concentration Parameter Current Flow – Future Flow – (mg/L) 4,800 m3/d 6,500 m3/d

BOD5 14.3 69 93 TSS 23.9 115 155 Nitrate 0.16 0.77 1.04 Nitrite 0.05 0.24 0.33 Ammonia 10.1 48 66 Organic nitrogen 4.1 20 27 Total nitrogen 13.4 64 87 Orthophosphorus 1.13 5.4 7.4 Total phosphorus 1.58 7.58 10.3

On the assumption that dilution and dispersion by ground water is achieved at the same rate as the current discharge, the estimated changes in concentration are presented in Table 5.3 and Table 5.4. Based on the predicted increases in concentration presented in Table 5.3, the only changes which may be measurable after considering the analytical variability would be ammonia, total nitrogen, chloride and sodium. However, when considering field variability, the increases in ammonia and total nitrogen would be difficult to detect, although the changes in the chloride and sodium concentrations may be measurable.

From Table 5.4, the resulting concentrations have been reviewed with respect to the BC Water Quality Guidelines. As indicated in Section 4.8.6, there are no criteria set for organic nitrogen, total nitrogen, chloride and sodium. Also as indicated in Section 4.8.6, when assessing the appropriate guideline to be used, the existing ground water uses in the vicinity have been

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Table 5.3: Estimated Increases in Concentration

Concentration Change (mg/L) Parameter Well #2 Well #3 Well #4

Nitrate + 0.029 + 0.083 + 0.011 Nitrite + 0.002 + 0.005 + 0.002 Ammonia + 3.93 + 2.78 + 3.53 Organic nitrogen + 0.22 + 0.19 + 0.31 Total nitrogen + 3.34 + 1.68 + 3.23 Orthophosphorus + 0.024 + 0.009 + 0.014 Total phosphorus + 0.31 + 0.19 + 0.22 Chloride + 6.53 + 6.09 + 7.97 Sodium + 7.94 + 7.52 + 7.67

Table 5.4: Estimated Resulting Well Concentration

Concentration (mg/L) Parameter Well #2 Well #3 Well #4

Nitrate 0.11 0.32 0.04 Nitrite 0.01 0.02 0.01 Ammonia 15.0 10.6 13.5 Organic Nitrogen 0.85 0.73 1.17 Total nitrogen 12.8 6.4 12.4 Orthophosphorus 0.09 0.03 0.05 Total phosphorus 1.17 0.72 0.85 Chloride 25.0 23.3 30.5 Sodium 30.4 28.8 29.3

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considered. Due to the location of the point of discharge to ground, this area is > 300 m up- gradient of an existing well. Changes in concentration are the primary focus, rather than the 10 day sub-surface travel time.

• Nitrate – The resulting concentrations in all down-gradient wells would not exceed the BC Water Quality Guidelines for drinking water or for the protection of aquatic life.

• Nitrite – The resulting concentrations would not exceed the BC Water Quality Guidelines of < 0.6 mg/L. This is the requirement for aquatic life.

• Phosphorus – As indicated above, there is no set criteria for phosphorus, but for algal growth. Due to the lack of light in the monitoring wells, algal growth is not possible for these sample sites.

The criteria for ammonia is based on the CEPA requirements, which indicate that a higher concentration of ammonia would be required before aquatic toxicity would be experienced (Section 4.8.5). Toxicity is not a consideration under the MSR for ground discharge, but has been considered in this case due to the proximity of the rapid infiltration basins with respect to the Elk River. Bacteriological changes are harder to estimate. However, based on the existing low concentrations which are measured in the down-gradient wells, it is estimated that the resulting concentration would be approximately 9 counts/100 mL for faecal coliforms and 3 counts/100 mL for E. coli. These values are within the criteria for surface waters with primary recreational contact. Due to the lack of potable wells in the immediate vicinity, there are no concerns with respect to ground water impacts.

Considering the low increases in the water quality parameters at the down-gradient wells and the distance of these wells from the Elk River (approximately 115 m to 130 m), it is anticipated that there would be no measurable changes in the Elk River as a result of the continued discharge to ground by the City of Fernie. This does not consider the further dilution which would occur before the effluent is dispersed into the Elk River, nor does this consider any dilution which may be achieved through mixing with the river (Table 5.1). This is assuming that the effluent reaches the Elk River, which may not be the case. In the event that the discharge is able to reach the river, the point of entry will be dispersed over an undefined area, rather than a point discharge.

5.2 Effluent Discharge Under Conditions of Poor Infiltration

It is intended that the discharge under standard operational conditions will be to ground. There will be occasions when poor infiltration is experienced, resulting in a reduction in the volume of effluent which can be released to ground. Additional storage capacity has been included in the proposed upgrades to address operation under these conditions. However, it is possible that

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occasions may arise when a direct river discharge is necessary. Based on the proposed modifications to the sewage treatment plant, the frequency and duration of these events will be limited.

In March 2005, an evaluation was completed of the by-passes which occurred in January and February of that year. A copy of this evaluation is presented in Appendix A. The by-passes occurred as a result of extreme infiltration and inflow due to a melt event. During the by-passes, monitoring of the effluent and Elk River was completed for a range of parameters (TSS, total phosphorus, orthophosphate, nitrogen parameters, bacteriological parameters, pH, temperature

and dissolved oxygen). BOD5 and toxicity (LC50 96 hour rainbow trout bioassay) were monitored for the effluent only. During these by-pass events, the maximum discharge was 13,600 m3/d, with high flow rates also being experienced in the Elk River. Over this time period, the dilution ratio for the effluent in the Elk River ranged from 325:1 to 2,167:1.

During a by-pass event as a result of infiltration and inflow, there is a significant increase in the incoming flow. However, this does not necessarily translate to an increase in the concentration of the effluent components. This is based on the nature of the incoming material being largely water, not sewage. Therefore, a dilution effect can be observed in both the influent and effluent.

River conditions at the time of such a release are typically representative of high flow events, resulting in high dilution capabilities, high turbidity and scour. Under such events, the increase in TSS, total ammonia, nitrate, total phosphorus and orthophosphate which were observed at the upstream sampling site would be typical. This was also observed during the May 2006 sample events which coincided with the high river flow period (TSS 180 mg/L; total nitrogen 1.1 mg/L, total phosphorus 0.25 mg/L). High bacteriological concentrations were also observed during the May sampling period (Section 4.7.3).

The review of the winter 2005 by-pass events indicated that due to the significant flows in the Elk River, any increase in the concentrations of TSS, nitrogen, total phosphorus and orthophosphate in the river as a direct result of the sewage treatment plant release would be negligible. For phosphorus, the natural high flows in the river would limit algal biomass growth and accumulation, due to the natural increase in turbidity and scour action. As a result of such large flows in the Elk River and short duration of the by-pass, it would be anticipated that minimal environmental impacts occurred as a direct result of the activities at the City of Fernie Sewage Treatment Plant.

However, from the winter 2005 data, trends were observed for the bacteriological concentrations between the effluent and downstream sample locations (Figure 5.1), although the influence of

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other factors must also be considered. For example, the sampling event on May 24th, 2006 indicated that high background concentrations of faecal coliforms and E. coli were recorded at the upstream site (> 5,900 counts/100 mL and > 5,400 counts/100 mL, respectively). However, the data indicate that the concentration of faecal coliforms and E. coli were below the detection limit at the downstream site.

Figure 5.1: Concentration of Faecal Coliforms in the By-pass Samples (2005)

35000

100 m Upstream 30000 100 m Downstream

Effluent During Bypass

25000

20000

15000

Faecal Coliform mL) Faecal(Col./100 Coliform 10000

5000

0 18-Jan-05 21-Jan-05 24-Jan-05 27-Jan-05 30-Jan-05 02-Feb-05 05-Feb-05 08-Feb-05 11-Feb-05 Date

The BC MoE has indicated the preference for disinfection of effluent during a by-pass event. This has been indicated both in the current permit and through later correspondence, dated April 25th, 2005. As indicated in Section 4.4, the closest downstream water licences are approximately 16 km away from the outfall. The distance and usage associated with the nearest downstream water licence was unknown at the time of the April 25th, 2005 letter. Direct impacts as a result of a non-disinfected by-pass effluent on this outfall are unlikely, based on this distance. The concerns with localised recreational downstream use were discussed at a meeting with representatives from the BC MoE and Interior Health in June 2005. Considerations were made with regard to the potential for downstream water users (bathers during the late summer; fishing activities from June through to October). It was considered unlikely that downstream water use would occur during the high river flow events which coincide with the by-pass releases. From the

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June 2005 meeting, it was deemed that the risk to health as a consequence of a direct river discharge under high ground or surface water conditions, was not considered to be significant, but was considered to be more an issue of perception. It is difficult to quantify the risk as a direct consequence of the discharge due to the number of factors which will influence the presence of bacteria, and it is acknowledged that there will be differences in mixing characteristics in the river and potential health risks from other sources. Bathing areas tend to be in back eddies or embayed areas, which together with bather load, presents a risk in itself.

In addition to the above, consideration should also be made to the practicalities associated with disinfection under these conditions. The feasibility of using ultra-violet light is unlikely to be suitable in this case, due to the nature of the effluent. Therefore, chlorination is the most likely process of choice for disinfection, which would require dechlorination before discharge to the river. The practicalities of operating such equipment on an infrequent basis would be challenging. Based on this and the low risk potential, disinfection is not being recommended as one of the outcomes of this environmental impact study.

5.3 Proposed Effluent Criteria

Based on the above information, the lack of potable wells in the vicinity of the sewage treatment plant and the focus on water quality changes rather than the 10 day sub-surface travel time, the following effluent characteristics for discharge to ground are recommended:

This is based on a discharge to ground in the current location for an average monthly flow of 6,500 m3/d. The above effluent criteria are consistent with a Class C effluent to be discharged to a rapid infiltration basin, as defined in the Municipal Sewage Regulation, for discharge to ground in an area that is located > 300 m from a drinking water source.

No amendments to this effluent criteria are recommended for an effluent which is discharged directly to the Elk River during a by-pass event. This discharge is intended to be an emergency discharge, i.e. on an infrequent basis for a short period of time. It is assumed that the need for

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a by-pass would be restricted to events of high infiltration/inflow volumes or a restriction of the infiltration capabilities of the rapid infiltration basins. In both cases, the flow rate and water level for the Elk River would be high. Downstream recreational water use would not be expected under these circumstances. However, consideration should be made as to the request from the BC MoE in the permit and in previous correspondence regarding the implementation of disinfection. If chlorination is implemented, dechlorination will be required before discharge to the river. Based on the potential for risk to downstream users and practicalities associated with a system which will be used at such a low frequency, disinfection is not being recommended as part of this environmental impact study.

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6.0 MONITORING REQUIREMENTS

The monitoring requirements outlined below relate to the standard discharge of the effluent to ground. Monitoring of the effluent and receiving environment will be required. This aims to monitor the effluent quality and conditions in the receiving environment, and will form the basis to determine any future changes which may be required. The proposed monitoring program which has been developed is based on the requirements outlined in the existing permit and the MSR (Part 7 and Schedule 6), and uses the criteria requirement for flows > 500 m3/d and the discharge of a Class C effluent to ground. The monitoring which is outlined is based on reporting requirements to the BC MoE. Additional monitoring will be required to meet operational needs, the scope of which will not be included in this report but has been developed as part of the operational plan.

Monitoring will be required at the following sites:

• Effluent just prior to discharge; • Background well (Well #1); and • Down-gradient wells (Wells #2, #3 and #4).

The frequency and requirements for each site are summarised in Table 6.1, with the additional following comments:

• Monitoring for nitrate and nitrite as required in the permit has been removed. This is based on a review of the historical data, which indicates that these parameters are in very low or non-detectable concentrations. The form of nitrogen which is present in the effluent is ammonia. Therefore, monitoring should focus on this parameter. However, if significant nitrification is observed in the sewage treatment plant as a result of the upgrades (i.e. a decrease in the concentration of ammonia in the effluent or monitoring well samples), the need to monitor for nitrate should be reconsidered.

• Monitoring for sodium, as required in the permit has been removed. The trends which are observed with sodium are also observed with chloride. Therefore, chloride will be the primary focus for the future monitoring requirements.

• Monitoring for total dissolved phosphorus as required in the permit has been replaced with orthophosphate. This allows consistency with parameters recognised in the Municipal Sewage Regulation.

• Monitoring for total coliforms indicated in the permit has been replaced with E. coli.

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Table 6.1: Proposed Monitoring Requirements

Parameter

Site Faecal Depth to BOD5 TSS Ortho P Ammonia Chloride pH Temperature E. coli coliforms Water

Effluent Twice Twice Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Not monthly monthly Required

Background well Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

Well #2 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

Well #3 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

Well #4 Not Not Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Quarterly Monthly required required

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• The samples for BOD5 and TSS are to be grab samples, not the composite sample outlined in the Municipal Sewage Regulation. This is based on practicalities at the City of Fernie sewage treatment plant site. All other samples are to be grab samples. For the samples taken from the monitoring wells, the wells should be purged prior to sampling. The purging should remove 2 to 3 times the volume of the well, to ensure that the sample is representative of the ground water conditions. Appropriate access locations for monitoring are to be included as part of the design process.

• In addition to the parameters indicated in Table 6.1, monitoring of flow is required on a daily basis. The flow measurement needs to be representative of the flow which is discharged to the rapid infiltration basins.

• Due to the scope of the existing and historical monitoring which has been completed on this site, no additional pre-discharge monitoring is required prior to the upgrades.

If registration is required under the Municipal Sewage Regulation, this regulation indicates that the data are to be submitted to the BC MoE on a quarterly basis. Unless indicated otherwise by the BC MoE, an annual report is not required as part of the registration conditions, as this sewage treatment plant serves a population < 10,000 people (population is approximately 4,800 using 2004 statistics).

If the operation of the sewage treatment plant continues under a permit amendment, monitoring and reporting requirements are developed by the BC MoE and included in the terms of the permit. In this case, it is requested that the above monitoring outline and information be considered, in part or whole, to fulfill the monitoring requirements under the permit for the effluent release to ground.

Monitoring requirements under a by-pass event have been developed by the BC MoE, and through the meeting held on the 21st June, 2005. No changes to these requirements are proposed at this time.

6.1 Estimated Analytical Costs

The estimated annual analytical costs for the proposed monitoring program are outlined in Table 6.2, based on 2006 commercial laboratory costs. These costs do not include courier, personnel time or the purchase/maintenance of the pH and temperature monitoring equipment. The costs do not take into consideration any additional analytical requirements which may be incurred due to a by-pass event or a period of lack of compliance.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

Table 6.2: Estimated Analytical Costs

Cost per Annual # of Total Cost Parameter Sample Samples (excluding taxes)

BOD5 $35.00 24 $840

TSS $12.00 24 $288

Orthophosphorus $10.00 20 $200

Ammonia $15.00 20 $300

Chloride $11.00 20 $220

pH (if external lab used) $6.00 20 $120

Faecal Coliforms $30.00 20 $600

E. coli $25.00 20 $500

Total $3,068

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

7.0 REDUNDANCY REQUIREMENTS

The information presented below is to address the requirements of registration under the MSR, rather than a permit amendment. The MSR indicates that the reliability category of a sewage treatment plant must be determined based on the environmental impact study results. There are three categories outlined in the MSR:

Category I relates to receiving environments which could be permanently or unacceptably damaged through the release of inadequate effluent over a time period as short as a few hours.

Category II relates to receiving environments which could be permanently or unacceptably damaged through the continued release of inadequate effluent over a period of several days.

Category III relates to treatment works not otherwise designated as Category I or Category II.

It is recommended that the City of Fernie sewage treatment plant should be classed as a Category III. This is based on the current direct river discharge practices by the City of Fernie sewage treatment plant whereby effluent by-passes the rapid infiltration basins frequently for a period of several days. These events relate to conditions where the river is experiencing high flows and/or infiltration and inflow is entering the sewage treatment plant. The discharge has passed through the sewage treatment plant process, and the quality is similar to that discharged as standard to ground. For the river, under conditions of high flows, sediments and scour action are not conducive to algal growth which may be experienced as a result of the direct release of phosphorus from the sewage treatment plant. In addition, the monitoring which has been completed by the City of Fernie during a by-pass event has not indicated that the direct river discharge under the high river flow conditions results in permanent or unacceptable damage of the receiving environment.

The recommendation for a Category III designation is also based on the scope of the process modifications which are to be implemented. These modifications aim to remove the need for the frequent by-pass events through the increase in storage capacity and refurbishment of the RI basins to increase the infiltration capacity.

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8.0 SUMMARY AND RECOMMENDATIONS

The information presented in this report focuses primarily on the requirements for registration under the Municipal Sewage Regulation. Clarification is required from the BC MoE as to whether the City of Fernie sewage treatment plant is to be registered under the MSR or whether a permit amendment can be issued. The upgrades which will be undertaken aim to remove the need for a direct river discharge to the Elk, at the frequency which has been experienced over the recent years. Therefore, discharge will be to ground, although the outfall to enable a direct river discharge will remain in place as an emergency contingency.

Based on the historical effluent quality and data from the monitoring wells, effluent criteria have been determined. These effluent criteria are based on the continued discharge to rapid infiltration basins, located > 300 m from a drinking water source. Predicted changes in the ground water quality have been used, rather than the determination of a sub-surface travel time. The effluent criteria for discharge to ground are:

BOD5 < 45 mg/L, based on an MSR Class C effluent criteria TSS < 60 mg/L, based on an MSR Class C effluent criteria Nitrogen Treatment not required Phosphorus Treatment not required Disinfection Not required

A monitoring program has been recommended. This is based on the requirements of the current permit and the Municipal Sewage Regulation. Due to the extent of historical monitoring for this site, it is not required that this program be implemented before any changes are conducted on site. The implementation of this monitoring program is contingent on the required regulatory pathway: permit amendment or MSR registration. If a permit amendment is issued, the comments on monitoring may be incorporated into the new permit by the BC MoE.

No amendments to the effluent criteria for discharge to ground are recommended for an effluent which is discharged directly to the Elk River during a by-pass event. Although downstream recreational water use would not be expected under the high surface or ground water circumstances, consideration should be made as to the request from the BC MoE in the permit and in previous correspondence regarding the implementation of disinfection. If chlorination is implemented, dechlorination will be required before discharge to the river. In considering the implementation of disinfection, downstream user risk and the practicalities of operating a disinfection system on an infrequent basis should be considered.

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With regards to the reliability category, it is recommended that the City of Fernie sewage treatment plant should be classed as a Category III. This is based on the current emergency discharge practices by the City of Fernie sewage treatment plant whereby effluent by-passes the rapid infiltration basins frequently for a period of several days under conditions of high river flows or ground water conditions. For the river, under conditions of high flows, sediments and scour action are not conducive to algal growth which may be experienced as a result of the direct release of phosphorus from the sewage treatment plant. The recommendation for a Category III designation is also based on the scope of the process modifications which are to be implemented. These modifications aim to remove the need for the frequent by-pass events through the increase in storage capacity and refurbishment of the rapid infiltration basins to increase the infiltration capacity.

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9.0 REFERENCES

Anon. (1991). Ecosystems of British Columbia, Special Series 6. Editors: Del Meidinger and Jim Pojar. British Columbia Ministry of Forests: Victoria

BC Ministry of Environment (1998). British Columbia Approved Water Quality Guidelines (Criteria). Updated August 24th, 2001.

Department of Environment (2004). Guideline for the release of ammonia dissolved in water found in wastewater effluents. Canada Gazette Part 1, December, 2004.

Environment Canada (1990). Biological test method: reference method for determining acute lethality of effluents to rainbow trout. Reference method EPS 1/RM/13. July, 1990.

Freshwater Fisheries Society of BC and Province of British Columbia (2005). FishWizard [web application]. Available: http://www.fishwizard.com/. Accessed June, 2006.

Government of British Columbia, Ministries of Sustainable Resource Management and Water, Land and Air Protection (2001). BC Species and Ecosystems Explorer Web Site. [web application]. Available: http://srmapps.gov.bc.ca/apps/eswp/. Accessed June, 2006.

Highwood Environmental Management Ltd. (2001). Environmental impact study. Sewage treatment plant at Fernie Alpine Resort. Prepared for Fernie Alpine Resort Ltd., April 2001. Project Number 0317101.

Kootenay River Network, Inc. (2006). Kootenai River Basin. Website: http://www.kootenairivernetwrok.org/basin/history.shtml. Accessed June, 2006.

McDonald, L.E. (1987). The impact of surface coal mining and municipal sewage discharges on nutrients and algal growth in the Elk River Basin 1981 – 1986. BC Ministry of Environment and Parks, December 1987.

Nordin, R.N. and Pommen, L.W. (1986). Water quality criteria for nitrogen (nitrate, nitrite and ammonia). Technical Appendix. BC Environment, Water Management Division, November 1986.

Ryan, B. (2002). Coal in British Columbia. Posted on the BC Ministry of Energy, Mines and Petroleum Resources. Website: http://www.em.gov.bc.ca/,iming/geolsurv/coal/caolinbc/coal_bc.htm. Accessed June, 2006.

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City of Fernie Environmental Impact Study Sewage Treatment Plant Effluent Discharge Final

Thurber Engineering Ltd. (2004). Fernie wastewater treatment facility geotechnical assessment of infiltration basins. July, 2004. File 17-610-84. Draft report.

Urban Systems Ltd. (2004). City of Fernie sewage treatment plant assessment report. September, 2004. File 1043.0027.01.

USEPA (2000). Nutrient criteria technical guidance manual – rivers and streams. EPA-822-B-00- 002, July 2000.

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APPENDIX A

2005 DIRECT RIVER DISCHARGE EVALUATION – HIGH FLOW CONDITIONS

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APPENDIX E Existing Permit

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APPENDIX F Flow Summary

1043.0049.01 / February, 2010 U:\Projects_KAM\1043\0049\01\R-Reports-Studies-Documents\Final\2009-05-08-REP LWMP stage 1 final.doc Table F-1: Flow Summary

3 Snow Average STP Excursion Excursion STP Flow (m /d) Precipitation Temperature Elk River Flow Month 3 3 Pack O 3 Flow (m /d) Date Flow (m /d) Day Before Day After (mm) ( c) (m /d) (cm) Year – 2001 (Annual Average Flow 3,700 m3/d) January 3,500 ------February 3,600 ------March 4,200 ------April 4,400 ------May 4,000 May 29 6,200 3,800 3,800 2.4 (27th) 0 28 11,600,000 June 3,900 June 25 6,100 3,800 3,800 21.4 (24th) 0 20 5,950,000 July 3,500 ------August 3,400 ------September 3,300 ------October 3,400 ------November 3,800 November 5,400 4,100 4,700 24.2 (15th) 0 8 1,200,000 17 December 3,800 ------Year – 2002 (Annual Average Flow 4,800 m3/d) January 5,800 January 7 32,400 4,000 2,300 56 42 7 881,000 February 4,600 February 21 9,900 4,100 3,500 31 59 9 709,000 March 4,900 March 11 8,100 4,300 5,000 15 79 4 622,000 April 10,000 April 16 16,600 8,200 10,200 40 10 13 5,500,000 May 5,500 May 22 12,100 5,700 7,700 26 0 11 15,466,000 June 6,300 June 23 11,400 11,400 6,500 1 0 25 25,500,000 July 4,500 July 10 6,900 4,600 4,800 10 0 10 12,600,000 August 4,000 August 31 7,800 7,100 9,400 1 0 26 2,700,000 September 4,000 September 1 9,400 7,800 8,900 14 0 22 2,700,000 October 3,500 ------November 3,600 ------December 4,000 ------Table F-1: Flow Summary (Continued …)

3 Snow Average STP Excursion Excursion STP Flow (M /D) Precipitation Temperature Elk River Flow Month 3 3 Pack O 3 Flow (m /d) Date Flow (m /d) Day Before Day After (mm) ( c) (m /d) (cm) Year – 2003 (Annual Average Flow 5,000 m3/d) January 4,600 January 26 10,200 4,800 6,300 28 45 10 1,180,000 February ------March 8,400 March 13 15,200 12,300 12,600 37 31 13 1,173,000 April 7,100 April 1 10,500 11,000 9,300 6 2 5 2,500,000 May 4,800 May 27 5,200 5,100 4,900 1 0 22 19,800,000 June 4,500 June 19 5,600 4,300 4,900 N/A N/A N/A 11,000,000 July 3,900 ------August 3,700 ------September ------October 4,700 October 21 11,900 11,300 8,100 82 0 18 4,900,000 November 4,500 November 19 9,600 8,800 7,200 70 8 10 1,900,000 December 4,000 December 3 5,300 4,300 4,200 12 11 6 1,500,000 Year – 2004 (Annual Average Flow 4,700 m3/d) January ------February 4,300 February 19 4,800 4,500 4,800 12 78 6 1,150,000 March 7,300 March 11 11,100 7,900 10,000 11 41 12 1,630,000 April 5,500 April 1 8,000 4,400 7,700 0 0 9 2,180,000 May 4,000 ------June 3,800 June 6 4,800 3,900 4,300 25 - 19 9,250,000 July 3,800 ------August 4,100 August 25 6,000 5,500 5,300 82 - 15 5,700,000 September ------October 3,700 ------November 4,500 November 2 6,800 5,500 5,000 34 2 4 2,540,000 December 5,700 December 11 12,355 10,054 9,469 2 15 8.5 3,551,040 Table F-1: Flow Summary (Continued …)

STP Flow (M3/D) Snow Average STP Excursion Excursion Precipitation Temperature Elk River Flow Month Pack 3 3 Day O 3 Flow (m /d) Date Flow (m /d) Day After (mm) ( c) (m /d) Before (cm) Year – 2005 (Annual Average Flow 5,400 m3/d) January 7,500 January 20 20,500 17,800 15,000 121 40 12 2,680,000 February 5,200 February 1 5,900 6,100 5,600 9 0 8 2,400,000 March 5,400 March 28 10,800 9,400 9,200 60 0 7 1,890,000 April 5,200 April 1 8,100 7,300 7,500 9 0 8 1,630,000 May 4,200 May 24 5,200 4,700 4,300 10 0 18 8,640,000 June 5,800 June 7 10,000 6,000 9,200 84 0 15 17,190,000 July 4,500 July 9 5,100 4,800 4,800 33 0 16 8,510,000 August 7,000 August 17 5,200 4,100 4,300 28 0 14 4,100,000 September ------October 6,800 October 17 14,000 5,300 12,000 85 0 16 5,300,000 November 5,700 November 12 7,400 6,700 7,000 0 30 9 3,800,000 December 5,100 December 24 7,700 6,400 6,300 25 14 7 2,530,000 Year – 2006 (Annual Average Flow 5,200 m3/d) January 7,500 January 14 14,700 10,600 11,600 12 28 4 2,560,000 February 5,300 February 27 8,500 4,300 6,100 39 58 4 1,600,000 March 5,300 March 31 7,000 6,500 7,800 8 39 12 1,900,000 April 7,600 April 15 10,900 10,600 9,600 25 0 6 5,250,000 May 4,800 May 22 5,900 5,700 5,700 30 0 25 24,800,000 June 4,900 June 15 6,900 4,800 5,700 54 0 12 14,800,000 July 4,100 July 6 5,200 4,300 4,500 22 0 27 6,900,000 August 3,700 ------September 3,500 ------October 3,500 ------November 7,700 November 7 18,000 14,700 13,900 248 11 15 7,700,000 December 5,000 December 2 8,400 8,300 8,300 0 30 -6 1,120,000