QUATHIASKI COVE SEWAGE LOCAL SERVICE AREA EXPANSION STUDY

Transcription

1 QUATHIASKI COVE SEWAGE LOCAL SERVICE AREA EXPANSION STUDY FEBRUARY 2011 KOERS & ASSOCIATES ENGINEERING LTD. Consulting Engineers COMOX VALLEY, BC

2 February 21, Strathcona Regional District Cedar Street Campbell River, BC V9W 7Z8 Attn: Mr. Russ Hotsenpiller Community Services Manager Dear Sirs; Re: Quathiaski Cove Sewage Local Service Area Expansion Study Final Report We are pleased to submit four copies of the Quathiaski Cove Sewage Local Service Area Expansion Study which reviews how the sewage collection system can be expanded to provide service to two separate areas that are adjacent to, but outside of, the boundary of the existing service area. A total of 47 lots would be serviced, 27 in the foreshore expansion area and 20 in the inland northeast expansion area including four within the boundaries of the existing local service area. At least five properties, all on the west (low) side of Green Road, are expected to require their own on-site pump station as the elevation of the home\property is below the invert of the gravity sewer main. In addition, two municipal pump stations will be required; one to service fifteen properties along Pickcock Road, the other to service three properties on the east (high) side of Nole Road. Several options have been identified that would eliminate the need to construct the pump stations. The estimated servicing cost ranges from $838,000+HST to $450,000+HST with and without the construction of the two municipal pump stations; respectively. These costs include an allowance of 25% for engineering and contingencies, but are exclusive of administration, legal, land purchase, SRW registration, or project financing costs. We would be pleased to meet to discuss the findings in greater detail at your convenience. Yours truly, KOERS & ASSOCIATES ENGINEERING LTD. Chris Holmes, P.Eng. Project Manager Encl.

3 STRATHCONA REGIONAL DISTRICT QUATHIASKI COVE SEWAGE LOCAL SERVICE AREA EXPANSION STUDY TABLE OF CONTENTS Letter of Transmittal Page INTRODUCTION 1.1 Authorization & Objectives Scope of Work Acknowledgements EXISTING SYSTEM 2.1 Background Collection System Treatment Plant Outfall COLLECTION SYSTEM EXPANSION 3.1 Design Criteria Layout Foreshore Area (Green, Pidcock, Anderson roads Area) Northeast Area (Heriot Bay, Sarah, Nole roads Area) Properties Requiring On-Site Pump Servicing Other Properties COST ESTIMATES CONCLUSIONS AND RECOMMENDATIONS 5.1 Conclusions Recommendations TABLES 1 Wastewater Permit Discharge Parameters Detailed Construction Cost Estimate (gravity system) Servicing Options Cost Estimates i Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

4 TABLE OF CONTENTS (Cont'd) FIGURES (Following Page) 1 Quathiaski Cove Sewage Local Service Area Sewage Treatment Plant Daily Discharge Flow (Aug 06 - Dec 08)... 4 DRAWINGS Existing & Proposed Collection System... (in pocket at end of report) APPENDICES A Ministry of Environment Discharge Permit, PE B Pump Station Typical Design - Pidcock Road Permanent Pump Station - Nole Road Temporary Pump Station - Typical On-Site Residential Package Pump Station ii Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

5 1 INTRODUCTION 1.1 AUTHORIZATION & OBJECTIVE In February, the Strathcona Regional District (SRD) authorized Koers & Associates Engineering Ltd. (Koers) to carry out a study of the Quathiaski Cove sanitary sewer to investigate how the sewage collection system could be expanded to provide service to properties in two separate areas just outside of boundary of the Quathiaski Cove Sewerage Local Service Area, and 1.2 SCOPE OF WORK The scope of work for this study is outlined in our proposal of February 1, 2010 and can be summarized as follows: Collection System Design - Develop a preliminary design of a gravity collection system for areas identified outside the current service area boundary. Construction Cost Estimates - Prepare budgetary (Class C) construction cost estimate for the proposed collection system. Report Findings - Present findings in a bound report, complete with conclusions and recommendations. 1.3 ACKNOWLEDGEMENTS We gratefully acknowledge the assistance provided by SRD staff, particularly Mr. Russ Hotsenpiller, Community Services Manager during the course of the data collection, analysis, and preparation of this report. 1 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

6 2 EXISTING SYSTEM 2.1 BACKGROUND The Strathcona Regional District (SRD) owns and operates the Quathiaski Cove sanitary sewerage system on the west side of Quadra Island at Quathiaski Cove. The sewerage system was established in response to a voter approved referendum in 1992/93 and formally established on May 30, 1994 with the passing of Bylaw No for the collection, conveyance, treatment and disposal of sewage for lands within the area defined as the Quathiaski Cove Sewage Local Service Area. The Local Service Area covers approximately 187 ha, containing more than 125 individual properties, not all of which are developed, and a 32 lot strata development, of which 21 lots are developed. In general, the Local Service Area is bounded: to the east by West and Nole roads, to the south by Noble Road, to the west by Noble, Green, and Anderson roads, and to the north by Union Road. The service area is shown in Figure 1. Land uses in the area include: Residential (single family), Commercial (such as retail, hotel, food service, automotive, offices, bank), Industrial (such as auto wrecker, warehouse), and Institutional (Quadra Elementary and RCMP station). Not all properties are or can be connected to the sewage collection system as it is only installed within the centrally developed area of Quathiaski Cove, servicing approximately 56 individual lots and 21 of strata lots, encompassing approximately 70 ha. 2.2 COLLECTION SYSTEM The collection system consists of a system owned and operated by SRD and a system owned and operated by the 32 lot strata development as discussed below. The SRD collection system consists of gravity mains installed within road allowances with the exception of three areas where the mains are installed within Statutory Rightsof-Way in the rear yard of or across private property. Record drawings indicate all mains are 200 mm diameter PVC, with the exception of a short dead-ended 150 mm diameter main within a rear yard SRW off Harper Road. The slope of the mains varies from a low of 0.35% for a short section along Harper Road, between Sunrise and Cove roads, to a high of 11.74% on Quathiaski Cove Road, east of West Road. The Harper Road sewer main receives flow from the majority of the lands that are serviced and will receive flows from all of the lands north of Quadra Elementary that are within the Local Service Area but are not yet serviced. The 0.35% slope main can convey 21 l/s when flowing just full. This equates to an equivalent service population of more than 1,000 based on a per capita allowance of 340 L/day and an inflow and infiltration flow equal to 25% of the total flow. 2 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

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8 The SRD collection system includes a pump station near the foreshore of Quathiaski Cove which services the Whiskey Point Resort. This station and its forcemain, is owned and operated by the SRD. The pump station pumps into a 75 mm diameter forcemain within an SRW behind the resort and which leads directly to the sewage treatment plant. There are three other pump stations, each privately owned. They service the Landing Neighbourhood Pub, the BC Ferries terminal, and the Harbour Authority building. The pub s pump station connects to the forcemain servicing the resort, while the other two connect to a 75 mm diameter forcemain which discharges to the gravity main on Green Road at the Cove Road intersection. The 32 lot strata development, at the end of Helanton Road, as well as the 31 lots to the south and east of the strata lots are serviced by a Septic Tank Effluent Pump (STEP) system owned and operated by the strata development. The STEP system consists of a septic tank on each property which separates solids from liquids, with the liquids pumped out of the tank by the submersible effluent pump and into a small diameter forcemain, varying from 50 mm to 75 mm, which discharges to the treatment plant. Periodically, the septic tank is pumped dry, removing the accumulated build-up of solids. This liquid and concentrated solids mixture, known as septage, is disposed of at the City of Campbell River sewage treatment plant (the Norm Wood Environmental Centre). 2.3 TREATMENT PLANT The sewage treatment plant is located on the west side of Pidcock Creek approximately 100 m south of Quathiaski Cove Road and 60 m west of Green Road. The treatment process consists of a primary clarifier, followed by a Rotating Biological Contactor (RBC), a final clarifier and Ultra Violet (UV) light, prior to ocean discharge via a 100 mm diameter submarine outfall. The RBC unit and the final clarifier where first installed at the Canadian Forces Station in Holberg, BC around When the Station was deactivated, the equipment was purchased and relocated to Quathiaski Cove and became operational in The primary clarifier is a below grade concrete chamber approximately 8 m long by 5 m wide with a depth varying from 2.65 m to 2.95 m. The chamber has a total storage volume of 99 m 3 consisting of: i) a sludge storage volume of 21 m 3, ii) a live storage volume of 60 m 3, and iii) an emergency storage volume of 18 m 3 before reaching the invert of overflow pipe and discharging untreated sewage into the outfall. Design information indicates the live storage volume is based on a service population of 762 with a per capita flow rate of 340 L/day. Liquid from the primary clarifier flows into a pump wet well after passing through a removable trash screen. The wet well contains three pumps, which are controlled by float switches. The pumps alternate operation with one pump running unless the high level float is triggered, causing a second pump to come on. The pumps lift the sewage approximately 7 m, discharging into the front end of the RBC. If two pumps are required, the second pump discharges into the middle of the RBC unit. A two bucket 3 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

9 paddle wheel, with the ability to add two more buckets, is located at the front of the RBC to provide aeration. Drawings indicate the RBC unit is Envirex model , S/N HX supplied by Sanitherm Engineering Ltd. The unit consists of three m diameter packs of media growing disks. The first pack has a length of 2.1 m and is followed by the second and third packs which each have a length of 0.3 m. The packs are mounted to a shaft which is rotated by a metal sprocket and chain driven by a 2 hp electric motor. The total surface area of disks is unconfirmed but could be up to 3,700 m 2 (40,000 ft 2 ). Based on a design sizing rule of thumb for RBC s of 1 usgallon per day per ft 2 for typical residential sewage, the plant should be able to treat 150 m 3 /day. After passing through the RBC, liquids flow by gravity into the final clarifier; an elevated metal structure with a storage capacity of 16 m 3. In the final clarifier, liquids are drawn off and pass through a trough containing four UltraViolet (UV) lamps, for disinfection, prior to discharge into the outfall. Sludge is collected in the bottom of the clarifier s two hoppers and periodically drained off by gravity discharging into the primary clarifier. Sludge that accumulates in the RBC is also periodically drained off by gravity and discharged back into the primary clarifier. The accumulated sludge is removed from the tank by a septic pumping truck, which takes it to the City of Campbell River sewage treatment plant for disposal. The operation of the treatment plant is authorized under discharge permit PE issued by the Ministry of Environment under the discharge parameters noted in Table 1. The permit authorizes ocean discharge of the treated effluent at a minimum depth of 24 m below mean low water. A copy of the permit is presented in Appendix A. Table 1 Wastewater Permit Discharge Parameters Description Quantity Maximum Daily Discharge 350 m 3 /day 5 day Biochemical Oxygen Demand (BOD 5 ) - sampled monthly < 45 mg/l Total Suspended Solids (TSS) - sampled weekly < 30 mg/l Fecal Coliform - sampled monthly < 1,000 CFU/100mL Flows are recorded by a flow totalizer located just after the UV lamps. The totalizer, which records in cubic metres (m 3 ), is manually read and recorded every three days. A review of the available flow data for the period August 2006 through December 2008, showed the average daily flow to be 29 m 3 /day; well below the 350 m 3 /day maximum discharge limit. This average daily flow equates to a service population of less than 100 based on a per capita flow of 340 L/day and no allowance for infiltration. The daily flow data is graphically presented in Figure 2. A review of the available treated effluent water quality laboratory data from the treatment plant for the period 1997 to 2008, indicates it operated well below the BOD 5 limits, but often exceeded the limits for TSS, for reasons that could not be determined when reviewing the data. 4 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

10 Quathiaski Cove Sewage Treatment Plant Daily Discharge Flow (Aug '06 - Dec '08) Daily Discharge Flow ( 3-day average, m 3 /day ) MoE Permit PE Daily Discharge Limit = 350 m 3 /day Notes: 1. Flows recorded every third day. 2. Average day flow = 30 m 3 /day 3. Lots Serviced = 56 gravity, 30 STEP (21 developed) 4. Service Area = 43 ha gravity, 27 ha STEP 5. Population per dwelling = 1.63 (2006 Census) Daily Rainfall (mm) Jul 1, 06 Oct 1, 06 Jan 1, 07 Apr 1, 07 Jul 1, 07 Oct 1, 07 Jan 1, 08 Apr 1, 08 Jul 1, 08 Oct 1, Date 3 Day Average Flow Daily Rainfall FIGURE 2

11 2.4 OUTFALL The outfall from the treatment plant consists of 93 m of 200 mm diameter gravity sewer main connected to approximately 520 m of 100 mm diameter of HDPE pipe. The 100 mm diameter outfall pipe consists of three sections: 156 m of series 60 HDPE between the STP and the foreshore, 199 m of HDPE pipe along the intertidal zone, and 165 m of HDPE pipe below the intertidal zone. The portion of the outfall below the foreshore boundary is installed within a SRW that is approximately 6 m wide and runs under the bumpers of the BC Ferries terminal and ends approximately 50 m northwest of the last bumper at a reported depth of 22 m below Lower Low Water. The 200 mm diameter gravity sewer pipe section and the initial 156 m of the 100 mm diameter HDPE pipe were constructed around 1996 as part of the Quathiaski Cove sewer system. The other two sections of the 100 mm diameter HDPE pipe were installed a number of years earlier and serviced the Whiskey Point Resort, who s sewage is now pumped to the treatment plant. The 165 m section outfall below the intertidal zone is installed on the seabed and weighted down by two-piece square concrete collars at roughly 3 m centers. In 2007, repair work was carried out on the outfall in response to a video inspection in This included repairing a break in the pipe and re-orientating the Tideflex valve on the outlet. The outfall can convey a maximum flow of approximately 10 L/s (900 m 3 /day) by gravity; well beyond the current average daily discharge flows of 29 m 3 /day and the discharge permit limit of 350 m 3 /day. 5 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

12 3 COLLECTION SYSTEM EXPANSION 3.1 DESIGN CRITERIA The following design criteria were applied in developing the conceptual design of the expansion to the collection system: The design shall be in accordance with municipal standards. The collection system is to be a gravity system with municipal pump station(s) and forcemain(s) as needed. Properties are to be provided with a gravity service connection unless topographic constraints do not permit. Mains are to be installed within roadways. Mains across private property are only to be proposed in order to avoid construction of a municipal pump station, excessively deep mains, or a property needing to be serviced by an on-site sewage pump. Mains are to be designed to achieve a minimum (self-cleansing) flushing velocity of 0.6 m/s when flowing ½ full. The need for a pump station is to be balanced against excessively deep mains, which can be considered a depth greater than 4.5 m (15 ft). Pump stations are to be avoided if a slightly deeper main would eliminate the need. Pump stations are to be duplex (contain two pumps) and equipped with either a quick connect port for connection of a portable emergency power generator or an on-site emergency power generator. 3.2 LAYOUT The layout of the existing and proposed sanitary sewer system, along with the location of the sewage treatment plant and outfall is presented on drawing located in the pocket at the back of this report. The 20 m interval ground contours on the drawing were digitally provided by the Strathcona Regional District. This, along with 2 m contour intervals from the Ministry of Environment topographic map 925K and field observations, was used to estimate the depth of the proposed manholes shown on the drawing. Elevations from Google Earth were also used for comparative purposes to assist in identifying local high and low spots. A discussion of the proposed collection system for the two areas to be serviced is presented below Foreshore Area (Green, Pidcock, Anderson roads Area) This service area encompasses 27 properties, not including four foreshore leases. All are zoned residential with the exception of two properties zoned commercial, one zoned industrial, and the foreshore leases which are zoned marine industrial. Most of the 6 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

13 properties are developed. The largest is an approximately 1.5 ha parcel of vacant industrial zoned property that is dissected by Pidcock Road. The proposed collection system is located within existing road allowances. Any work within a road allowance will require a Ministry of Transportation (MoT) construction permit and must meet or exceed MoT construction standards. A discussion of the works to be constructed along each road is presented below. Green Road Of the eight properties along Green Road, four can be serviced from the existing 200 mm diameter gravity sewer main installed in front of the properties on the opposite (east) side of the road. As with all properties on the west side of Green Road, they slope steeply away (down) from the road. It is anticipated these lots will require an on-site sewage pump in order to discharge into the existing gravity sewer main. Servicing the next two lots (697 and 703 Green Road) will require extending the collection system approximately 45 m. These lots are also expected to require an on-site sewage pump. At 703 Green Road, the road grade changes, falling sharply down towards Heriot Bay Road. The last two lots on the west side of the road would most likely connect to a new gravity sewer main to be installed along Heriot Bay Road\Pidcock Road between Green Road and Image Road. The lots expected to require pumping are noted on drawing Pidcock Road While a gravity service connection can be provided to each of the fifteen lots in this area, the grading of the foreshore property Lot 5, Plan 3162 (the former fish packing plant property and which also fronts onto Green Road) is such that it will require an on-site pump sewage pump in order to discharge into the gravity sewer main. Approximately 330 m of gravity sewer main will be required, which will discharge to a municipal pump station, which in turn will pump sewage up Heriot Bay Road, via a 190 m long forcemain, and discharge into the gravity sewer main on Green Road. The pump station would be located at the bottom of Heriot Bay Road and preferably within the existing road allowance, provided there is adequate room; the road allowance in this area appears to be only 10 to 15 m wide. The pump station would consist of a wet well with two pumps, a separate chamber containing the pump isolation valves, and a flow meter. The electrical controls would be housed in an above ground metal kiosk with a quick connection port for a portable emergency power generator. The station would be equipped with a remote alarm system monitoring for wet well high level, pump failure, and station power outage. The pumps will operate against more than 21 m of static head and will therefore most likely require three phase power, which is available from the overhead power lines. An example of this type of station is presented in Appendix B. The catchment area of the station is small at less than 6 ha. It could be expanded in the future to include an additional 4.5 ha; encompassing 12 lots, by extending the gravity main along Pidcock Road north (up) approximately 200 m. This potential future additional service area is noted on drawing Anderson Road The six properties along Anderson Road can be serviced by extending the existing gravity sewer main that presently ends at the bottom of the road near the Heriot Bay Road intersection, north (up) Anderson Road approximately 175 m. The gravity main 7 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

14 could be extended in the future an additional 300 m providing servicing to the two large parcels of land on either side of the road, as shown on the drawing Northeast Area (Heriot Bay, Sarah, Nole roads Area) The service area encompasses 17 lots; of which 13 are zoned residential. The remaining four, all on the east (high) side of Nole Road, are zoned rural two which permits a single family dwelling, as well as nurseries and commercial greenhouses. All of the lots are developed except for one. Sarah and Heriot Bay Roads Properties along Sarah and Heriot Bay roads can be serviced by extending the existing gravity sewer main on Heriot Bay Road. Approximately 80 m of main would be required along Sarah Road and 300 m along Heriot Bay Road. The new mains would be installed in the road allowance and on the low side of each roadway in order to minimize trench excavation depths. The main on Heriot Bay Road would end at the intersection of Nole Road; the local high spot. Nole Road properties on west side Providing gravity service to properties along Nole Road will require the construction of two separate gravity sewer mains. Properties on the low (west) side of Nole Road can be serviced by the extension of the existing gravity sewer main on Plaza Road where it currently ends at O Connor Road. The main would be extended east and north along Plaza Road and then east and north along Citizen Road. The northern end of Plaza Road as well as all of Citizen Road is not built. The total length of main to be installed is approximately 390 m. This extension will provide service to four properties already within the Local Service Area along Plaza Road are shown on the drawing Nole Road properties on east side Properties on the east (high) side of Nole Road can be serviced by constructing a gravity sewer main within the road allowance. Preferably, the main would connect to the proposed main on Plaza Road by installing a gravity sewer main along the south (low) sideyard of 698 Plaza Road (Lot 3, Plan 36531) or the north sideyard of the adjacent property. This will require securing a Statutory Right-of-Way across the privately owned property as noted as Option 1 on the drawing If the SRW can not be secured, a municipal pump station could be constructed along Nole Road. It would be installed in the road allowance and after (below) the driveway of the last property to be serviced (704 Nole Road). The pump station would pump into an approximately 350 m long forecemain which would discharge into the top end of the proposed gravity sewer main on Heriot Bay Road at the Nole Road intersection. The pumps are expected to operate against approximately 18 m of static head. This high head, very low flow situation is at the upper end at which a single phase pump would operate. At present, overhead single phase power is installed on Nole Road. If three phase power were a requirement, the three phase power on Heriot Bay Road would have to be extended down to the station. The need for a municipal pump station should be considered temporary, as it could be eliminated by extending the gravity sewer main south (down) along Nole Road, approximately 330 m, and then west along the undeveloped Cooper Road, approximately 360 m, and connect to the existing gravity sewer main at the intersection of Cooper and 8 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

15 Harper roads. Topographic data indicates this route will require twice crossing a tributary of Pidcock Creek; once on Nole Road and the other on Cooper Road. This extension would facilitate the servicing of additional properties in the area. This future route is shown on drawing as Option 2. Being a temporary structure, the pump station would consist of a wet well with two pumps an electrical control panel housed in a small metal cabinet, with a quick connection port for a portable emergency power generator. A forcemain isolation valve would be buried just outside the wet well and a flow meter would be installed in a separate manhole. The station would be equipped with a remote alarm system monitoring for wet well high level, pump failure, and station power outage. An example of this type of station is presented in Appendix B. 3.3 PROPERTIES REQUIRING ON-SITE PUMP As noted in the previous section, it is anticipated five properties along Green Road will likely require an on-site pump station either because the elevation of the home appears to be below the elevation of the main or the area on which to build is below the invert elevation of the proposed gravity sewer main. The location of each is shown on drawing In general, the on-site system will consist of a pump, installed inside a 1.5 m deep by 0.75 m diameter chamber, an electrical control panel, and a 50 to 75 mm diameter forcemain between the home and the municipal gravity main. The pump chamber is generally located just outside of the home/building. The electrical panel can be mounted inside the home/building or outside in a weatherproof enclosure. An example of a typical residential package pump station is shown in Appendix B. 3.4 SERVICING OTHER PROPERTIES Providing sanitary sewer service to the remainder of the properties within the Local Service Area will require future extensions of the collection system. Topographic data suggests lands to the south and east of the sewage treatment plant can be serviced by extending the gravity sewer mains on Green and Cooper roads. Servicing the properties to the north between Anderson Road and West Road and along Industrial Way will require construction of a gravity sewer main within the privately owned lands as conceptually shown on drawing The exact routing would be determined during the development stages of these lands. Properties along Harbourbrook Road can not drain by gravity to the sewage treatment plant as they slope to the north, as noted on drawing For these properties, they could be serviced by the construction of a localized gravity collection system with a municipal pump station and forcemain that would discharge to the gravity sewer main on Anderson Road. There are other lands which are outside of the Local Service Area to which gravity service could be provided by extending the existing gravity collection system. The approximate extent of these lands is shown on Figure 1. 9 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

16 3 COST ESTIMATES Construction costs in this report are based on preliminary Class C estimates. An allowance of 25% for contingencies and engineering services has been included. No allowance is made for the 12% HST or for SRD administration, legal, land purchase, SRW registration, or project financing costs. Cost estimates are derived from our in-house construction cost data base for sanitary sewer projects in the Mid-Vancouver Island area, subdivision projects, and discussions with local contractors and material suppliers. All costs are in 2010 dollars as of July 2010 when the ENR Construction Cost Index (CCI) was The total estimated cost to construct the gravity collection system is estimated at $838,000+HST ($17,800 per lot). This is based on constructing a permanent pump station on Heriot Bay Road and a temporary pump station on Nole Road. For this option, it is anticipated at least five properties on Green Road will require their own on-site pump in order to discharge into the gravity collection system. A detailed breakdown of the cost estimate is presented on Table 2. There are three other options available that would reduce the overall construction cost. These are briefly discussed below: i) The temporary pump station on Nole Road can be eliminated by securing a SRW through the sideyard as shown on drawing (Option 1). This reduces the total estimated cost to $773,000+HST ($16,400+HST per lot), excluding land purchasing, legal surveying and land title registration costs for the SRW. ii) iii) Along with Option 1 above, if the requirement to provide gravity service to fifteen properties along Pidcock Road is relaxed, the gravity main and pump station system can be replaced with a low pressure forcemain, and an on-site pump for each of the nine properties. Under this scenario, the total cost estimate reduces to $490,000+HST ($10,400+HST per lot), excluding the cost for the property owners to supply and install their own pumps. If the requirement to provide gravity service to the three properties on the east (high) side of Nole Road and the nine properties along Heriot Bay\Pidcock Road is relaxed, the required gravity mains and pump station can be replaced with a low pressure forcemain and an on-site pump for each property, thereby reducing the total cost estimate to $450,000+HST ($9,600+HST per lot), excluding the cost for the property owners to supply and install their own pumps. Note for scenarios ii) and iii), the cost to supply and install an on-site package pump station on each property are not included. This cost will vary with each property depending on many factors including: proposed location of package pump station, electrical work required at home to provide power to pumps, length of forcemain required between the pump and the property line, and type of landscape restoration required. In general a typical budgetary supply and installation cost is $5,000 to $6,000. A comparative cost summary for each option is presented in Table 3 along with an estimated cost per lot, based on servicing 47 lots. It is understood that one or more of the 10 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

17 larger vacant lots within the foreshore catchment area are being considered for future development. This potential subdivision\densification, along with the subdivision of any other lot to be provided service would reduce the overall cost per lot for all property owners within the proposed service areas. The estimated costs are for the infrastructure to be installed within road allowances or SRW that will be owned and operated by the Strathcona Regional District and includes that portion of each property service connection from the sewer main to the property line. The costs for homeowners to carry out works on their own property in order to connect the sewage system is not included in these cost estimates and will vary from property to property. Works on private property (on-site works) will include: installing piping from the home to the property line, connecting up to the service connection at the property line, removal and decommissioning of their on-site sewage treatment and discharge system, including removal of their on-site septic tank, and surface restoration works. For the few properties along Green Road that will require an on-site pump, the cost to purchase and install a solids handling or grinder pump, a pump chamber, a pump control panel, and carrying out the electrical wiring to power the system would be in addition to the costs presented in this report. 11 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

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20 4 CONCLUSIONS AND RECOMMENDATIONS 4.1 CONCLUSIONS The following conclusions can be drawn from the work presented in this report: 1. The Quathiaski Cove Sewage Local Service Area covers approximately 187 ha, containing more than 125 individual properties and a 32 lot strata development. The lands in front of which the existing collection system is constructed cover approximately 70 ha within which 56 individual lots and 30 strata lots are serviced. 2. The collection system consists of a system owned and operated by SRD and a Septic Tank Effluent Pump (STEP) system owned and operated by the 32 lot strata development. The STEP system also services lots in the Helanton\Colter roads subdivision. 3. The Whiskey Point Resort is serviced by a pump station and forcemain owned and operated by the SRD. There are three privately owned and maintained pump stations; one for BC Ferries, one for the Harbour Authority, and one for the Landing Neighbourhood Pub. 4. Sewage treatment is provided by a Rotating Biological Contactor (RBC), with a primary clarifier before the RBC unit and a final clarifier after, followed by UV treatment prior to discharge to Quathiaski Cove via a 520 m long 100 mm diameter HDPE submarine outfall. 5. The primary clarifier is sized based on a service population of 762 with a per capita flow of 340 L/day with an allowance for infiltration\inflow. 6. Average day flows at the treatment plant are 29 m 3 /day, equating to an equivalent service population of less than 100. This average flow is well below the maximum permitted discharge of 350 m 3 /day, the 150 m 3 /day estimated capacity of the sewage treatment plant, and the 900 m 3 /day gravity flow capacity of the outfall. 7. The treatment plant is operated under the Ministry of Environment discharge permit PE with maximum flow and water quality discharge limits. The plant operates within the limits of flow and BoD 5, but regularly exceeds the TSS limit. 8. Expansion of the collection system, as shown on drawing , will provide service to 47 properties. The existing collection system has abundant capacity to service the proposed lands. 9. At least five properties, all on Green Road, are expected to require their own individual on-site pump station in order to discharge into the gravity sewer main due to the elevation of the home being lower than the invert elevation of the gravity sewer main. 14 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

21 10. Providing gravity sewer service to the properties in the foreshore area of Pidcock Road will require construction of a municipal pump station and forcemain that would discharge at the top of Green Road into the proposed gravity sewer main extension. 11. Providing gravity service to the three properties on the east (high) side of Nole Road will require the construction of a municipal pump station and a forcemain that would discharge at the north (top) end of Nole Road into the proposed gravity sewer main extension along Heriot Bay Road. The pump station and forcemain could be eliminated if an SRW can be secured along the south side yard of 698 Plaza Road or the adjoining property, allowing for the Nole Road gravity main to connect to the proposed gravity main extension on Plaza Road, as shown as Option 1 on drawing The Nole Road pump station should be considered temporary, as it could be eliminated by extending the gravity main down Nole Road and the west along Cooper Road and connect to the existing gravity main at the intersection of Cooper and Heriot Bay roads. This route will require two crossings of a tributary of Pidcock Creek as shown on drawing The extension would facilitate the servicing of other properties in the area. 13. The construction cost for the collection system, including the pump station on Pidcock Road and the pump station on Nole Road is estimated at $838,000+HST ($17,800+HST per lot). This includes an allowance of 25% for engineering and contingencies but is exclusive of administration, legal, financing or land acquisition costs. 14. If side yard SRW can be secured so that temporary pump station on Nole Road is not required, the estimated construction cost reduces to $773,000+HST ($16,400+HST per lot). 15. If the Pidcock Road gravity collection system with municipal pump station and forcemain is replaced with a low pressure forcemain with an on-site pump station on each of the thirteen lots to be serviced, and the Nole Road SRW option is secured, the construction cost estimate reduces to $490,000+HST ($10,400+HST per lot). The cost for each on-site pump station is not included in this estimate and would be paid for by each property owner. 16. If proposed gravity sewer mains with municipal pump stations and forcemains to service the three lots on the east (high) side of Nole Road and the fifteen lots along Pidcock Road are replaced with a lower pressure forcemain with an on-site pump station for each property, the estimated construction cost reduces to $450,000+HST ($9,600 per lot), excluding the cost for each on-site pump station. 15 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

22 4.2 RECOMMENDATIONS Based on the conclusions reached in this report, the following recommendations are made: 1. An assessment be undertaken to review the operational performance of the RBC, confirm the design capacity, and identify what upgrading works are warranted. 2. The Regional District continue to advance the project by: - Selecting the preferred servicing option for the properties on the east (high) side of Nole Road and in the Pidcock\Heriot Bay Road area - Develop a per lot costing strategy based on the ability of larger parcels to subdivide into smaller lots, - Secure funding and public support for the project, and - Have detailed design drawings prepared and the works constructed. 16 Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

23 APPENDIX A Ministry of Environment Discharge Permit (PE-12799) Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

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33 APPENDIX B Pump Station Typical Design - Pidcock Road, Permanent Pump Station Nole Road, Temporary Pump Station Typical On-Site Residential Package Pump Station Quathiaski Cove Sewage Local Service Area Expansion Study February 2011

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