ENVIRONMENT ACT PROPOSAL - Province of Manitoba

ENVIRONMENT ACT PROPOSAL

Manitoba Water Services Board & Parks and Protected Spaces Wekusko Falls Campground Water Treatment Plant Upgrades

February 2017

AE# 2015-4758.000

CONFIDENTIALITY AND © COPYRIGHT This document is for the sole use of the addressee and Associated Engineering (Sask.) Ltd. The document contains proprietary and confidential information that shall not be reproduced in any manner or disclosed to or discussed with any other parties without the express written permission of Associated Engineering (Sask.) Ltd. Information in this document is to be considered the intellectual property of Associated Engineering (Sask.) Ltd. in accordance with Canadian copyright law. This report was prepared by Associated Engineering (Sask.) Ltd. for the account of Manitoba Water Services Board & Parks and Protected Spaces. The material in it reflects Associated Engineering (Sask.) Ltd.’s best judgement, in the light of the information available to it, at the time of preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Associated Engineering (Sask.) Ltd. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions based on this report.

ENVIRONMENT ACT PROPOSAL Wekusko Falls Campground WTP Upgrades

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Executive Summary

The following Environment Act Proposal (EAP) is submitted on behalf of Sustainable Development Parks and Protected Spaces (Parks) and The Manitoba Water Services Board (MWSB). The EAP is for a Class 1

Development License under the Manitoba’s Environment Act for the new water treatment plant (WTP) at the Wekusko Falls Campground. This document provides the information required from Sustainable Development’s Environment Act Proposal Report Guidelines and Supplementary Guidelines for Municipal

Water Supply Systems. This EAP describes the components of a new WTP at the Wekusko Falls Campground, which includes the

construction of a new WTP building, the installation of a new river intake, a residuals holding tank for the ion exchange regeneration water, and a filter backwash discharge line back to the Grass River. The new WTP will replace the two existing WTPs in the campground.

The Wekusko Falls Provincial Park Campground is located along PTH 392, approximately 15 km south of Snow Lake. The Park is located along the outlet of the Grass River as it enters Wekusko Lake. The

campground consists of 88 campsites, 52 of which have electrical service, and 10-day use sites. Located in the Park is a Helitac Base that is also serviced by the water system. The base normally has a crew of 25 with six base staff; however, the base can accommodate an additional 50 people during fire fighting actions.

Treated water is provided to the modern washrooms and showers as well as 19 standpipes throughout the campground. Approximately 12 buildings on the base are also serviced with treated water. The WTP will be in operation seasonally from mid-ApriltoSeptember.

Originally, Wekusko Falls was serviced by two WTPs constructed in the 1980s; one supplied water from Wekusko Lake to the lower campground, and another supplied water from the Grass River to the Helitac

base and upper Park areas. Both were wood frame buildings, with a pump in the lake/river that directly fed the distribution systems after chlorination. There was no primary disinfection or pathogen/turbidity barriers. The new WTP will supply both systems, and consists of a new river intake, multimedia sand filtration,

staged cartridge filtration, granular activated carbon (GAC) contactor, ion exchange, UV and chlorination. The plant also includes treated storage and distribution pumping.

The new WTP obtains water from the Grass River and is designed to target turbidity, pathogens, and organics. The cartridge filtration will achieve the 1.0-micron absolute filtration, and chlorine provides primary disinfection. UV disinfection will provide the remaining necessary log credits for a surface water plant. Ion

exchange will provide organics reduction and will also increase UVT levels for UV operation. The project also includes a new holding tank to collect the ion exchange regeneration water for regular

hauling off site. The multimedia sand filters are to discharge their filter backwash water back to the Grass River.

This assessment of the potential environmental impacts of the proposed Project concludes that standard construction best management practices are effective to mitigate any potential long-term adverse

Executive Summary

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environmental effects. During construction, work near sensitive features of the environment (e.g. fish and fish habitat in and around the Grass River) was avoided to minimize potential impacts near surface water

bodies and disturbed areas near the existing WTP will be re-vegetated as soon as practically possible. Minimizing laydown areas and construction activities also reduced disturbance to soils and vegetation.

The proposed practice of seasonally discharging the filter backwash water to the Grass River is also not anticipated to have any significant long-term adverse effects. The seasonal use and relatively low volume filter backwash water compared to the large volume of flow along the River and into the Lake, is expected

to have a significant dilution factor.

Table of Contents

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Table of Contents

SECTION PAGE NO.

EXECUTIVE SUMMARY ................................................................................................................................. I

TABLE OF CONTENTS ................................................................................................................................ III

LIST OF TABLES ........................................................................................................................................... V

LIST OF FIGURES ........................................................................................................................................ VI

1 INTRODUCTION ............................................................................................................................... 1

1.1 Background Information ....................................................................................................... 1

2 DESCRIPTION OF PROPOSED DEVELOPMENT .......................................................................... 4

2.1 Project Description ............................................................................................................... 4

2.2 Certificate Of Title ................................................................................................................. 6

2.3 Existing And Adjacent Land Use .......................................................................................... 6

2.4 Land Use Designation And Zoning ....................................................................................... 6

2.5 Project Schedule .................................................................................................................. 6

2.6 Project Funding .................................................................................................................... 6

2.7 Regulatory Approvals ........................................................................................................... 7

2.8 Public Consultation ............................................................................................................... 7

2.9 Storage Of Petroleum Products And Other Chemicals ........................................................ 7

3 PHYSICAL ENVIRONMENT ............................................................................................................. 8

3.1 Physiographic Setting And Climate ...................................................................................... 8

3.2 Hydrogeology ....................................................................................................................... 8

3.3 Hydrology.............................................................................................................................. 9

3.4 Fish And Fish Habitat ......................................................................................................... 10

3.5 Vegetation And Wildlife ...................................................................................................... 10

3.6 Socioeconomic ................................................................................................................... 11

3.7 Heritage Resources ............................................................................................................ 11

4 POTENTIAL ENVIRONMENTAL EFFECTS .................................................................................. 12

4.1 Air Quality ........................................................................................................................... 12

4.2 Soils .................................................................................................................................... 12

4.3 Surface Water And Fish Habitat ......................................................................................... 13

4.4 Water Quality ...................................................................................................................... 13

4.5 Groundwater Levels ........................................................................................................... 13

Table of Contents

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4.6 Vegetation .......................................................................................................................... 13

4.7 Wildlife Habitat And Vegetation .......................................................................................... 14

4.8 Noise And Vibration ............................................................................................................ 14

4.9 Human Health And Well Being ........................................................................................... 14

4.10 Climate Change .................................................................................................................. 14

5 ENVIRONMENTAL MANAGEMENT MEASURES ........................................................................ 15

5.1 Air Quality ........................................................................................................................... 15

5.2 Soils .................................................................................................................................... 15

5.3 Surface Water ..................................................................................................................... 15

5.4 Groundwater ....................................................................................................................... 16

5.5 Vegetation And Wildlife ...................................................................................................... 16

5.6 Fisheries ............................................................................................................................. 16

5.7 Noise And Vibration ............................................................................................................ 16

5.8 Water Conservation ............................................................................................................ 16

5.9 Residual Environmental Effects ......................................................................................... 16

6 REFERENCES ................................................................................................................................ 17

APPENDIX A – DRAWINGS

APPENDIX B – WTP PREDESIGN REPORT

APPENDIX C – RAW WATER QUALITY

List of Tables

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List of Tables

PAGE NO.

Table 1-1: Raw Water Quality Summary ....................................................................................................... 3

Table 3-1: Climatic Averages for the Region ............................................................................................... 8

List of Figures

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List of Figures

PAGE NO.

Figure 2-1: Discharge and Drainage Routes ................................................................................................ 5

Manitoba Water Services Board & Wekusko Falls Campground WTP Upgrades Parks and Protected Spaces Environment Act Proposal

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1 Introduction

On behalf of the Manitoba Water Services Board, Associated Engineering (Sask.) Ltd. (AE) has prepared

the following Environmental Act Proposal (EAP) for the Wekusko Falls Campground Water Treatment Plant (WTP) Project (the Project). The EAP is based on detailed design prepared by AE.

The final user of the system is Manitoba Sustainable Development’s department of Parks and Protected Spaces (The Parks).

This application is for the disposing of the filter backwash water to the Grass River from the new water treatment plant process in the Park.

1.1 BACKGROUND INFORMATION

The Wekusko Falls Provincial Park Campground is located along PTH 392, approximately 15 km south of Snow Lake. The Park is located along the outlet of the Grass River as it enters Wekusko Lake. The

campground consists of 88 campsites, 52 of which have electrical service, and 10-day use sites. Located in the Park is a Helitac Base that is also serviced by the water system. The base normally has a crew of 25 with six base staff; however, the base can accommodate an additional 50 people during fire fighting actions.

Treated water is provided to the modern washrooms and showers as well as 19 standpipes throughout the campground. Approximately 12 buildings on the base are also serviced with treated water.

Chlorinated water is provided to the modern washrooms, showers, standpipes, and base buildings throughout the Park. With no filtration in the original systems, they were considered non-compliant and operated under a Boil Water Advisory. As well, the system could be challenged to meet total

trihalomethanes (TTHM) guidelines due to the elevated organics in the source waters. It is the intent of this project to provide a new WTP with new equipment that can meet the current drinking water quality regulations. The new treatment equipment will be housed in a new WTP building located on the Helitac

Base. The Wekusko Falls Campground is moderately remote and does not have its own wastewater treatment

lagoon. All wastewater in the Park is collected in holding tanks and then regularly pumped out and hauled to Snow Lake (~15 km). In order to reduce the volume of hauled WTP residuals, it is proposed to split the residuals streams; with the ion exchange regeneration water collected in a holding tank for hauling, and the

backwash water from the multimedia sand filters to be discharged back to the Grass River.

1.1.1 Previous Studies

A predesign study for the new water system was completed by AE in 2015. The study reviewed historic and projected water use as well as the raw water quality. The report provides a summary of design considerations, water quality objectives, and options for upgrades.


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1.1.2 Population

The Wekusko Falls Campground consists of 88 camp sites, 10-day use sites, and Park facilities. It also is

home to a Helitac Base that can have a large fluctuation in population. The campground is assumed to have upwards of 383 campground users and Parks staff. The Helitac Base itself can have between 25 and 75 crew. The WTP is designed to accommodate the peak population of 383 Park users, and 75 people on

Base. The largest and nearest community is Snow Lake, MB being located approximately 15km north with a

population of around 723 people in 2011 (Statistics Canada, 2012). The Wekusko Falls Campground and Helitac Base operates annually from mid-April to September.

1.1.3 Projected Water Use

The new WTP is designed based on meeting the peak flow demand from the campground and the Helitac

Base during peak occupancy. Based on an assessment of water use in the campground, it was determined that peak water use can be upwards of 27,230 Litres per day. Assuming a peak population of 383 Park users using ~40 L/c/day, and 75 Helitac Base crew using ~150 L/c/d. The higher use for the Base crew id

for the regular showers and laundry required for their work. Thus, our recommendation was to size the new treatment process to produce up to 27,000 Litres in an

eight-hour period. This is equivalent to a design treatment flow rate of 1.0 L/sec.

1.1.4 Raw Water Source

The new Wekusko Falls Campground WTP will obtain its raw water from the Grass River, just upstream of the falls. The original systems used the Grass River and Wekusko Lake as their source, and each had a submersible pump placed in the lake/river near the shoreline.

The WTP upgrades includes the installation of a new river intake. This will be permanent pumps and screening in the River (below ice levels). The new intake pipe was fitted with a DFO compliant screen.

1.1.5 Water Rights Act

Wekusko Falls Campground will not require a Water Right Act licence as its annual average water use is below the Licencing threshold of 25,000 L/day.

1.1.6 Water Quality

The Office of Drinking Water (ODW) performs annual audits of all public water systems which include

sampling and chemistry analysis of raw/treated water once every year or so for surface water sources. A raw/treated water quality sample from 2014 is summarized in the following Table along with the water


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quality objectives set forth in Health Canada’s Guidelines for Canadian Drinking Water Quality (GCDWQ) (Health Canada, 2014).

Since the only treatment is chlorination, the water quality shown is assumed to be indicative of the raw water quality (with the exception of the disinfection by-products.). The sample data shows that the Grass

River water is relatively soft with high organics and some minor turbidity. The elevated concentrations of organics (TOC) in the treated supply react with the chlorine and form disinfection by-products (THMs) that exceed the current guidelines.

Ultraviolet transmittance (UVT) is of concern as it can impact the operation of UV system. Typically, when the UVT is below 70%, many UV systems tend to alarm as full dosage cannot be guaranteed. The low UVT

in the sample is expected to be the result of the elevated TOC concentrations in the source water, as well as some colour from tannins.

Table 1-1: Raw Water Quality Summary

Parameter Units Value Range Current Limits (2012 GCDWQ)

Treatment Objective

pH 7.90 7.0 -10.5(AO) 6.5 - 8.5

Alkalinity mg/L 75

Hardness (CaCO3) mg/L 80-90 200 (PO)

TDS mg/L 100 500 (AO)

UV Transmittance %T 57.7% > 50%

Total Organic Carbon (TOC) mg/L 10 < 4.0

Colour TCU 7-15 < 15 TCU < 15

Iron mg/L 0.025 – 0.1 < 0.3 (AO) < 0.10

Manganese mg/L 0.005-.0009 < 0.05 (AO) < 0.05

Turbidity NTU 0.5 – 1.0 < 0.3 95% of the

time

< 0.3 95% of the

time

Total Trihalomethanes µg/L 140 100 80

Abbreviations: AO = aesthetic objective IMAC = interim maximum acceptable concentration MAC = maximum acceptable concentration GCDWQ = guidelines for Canadian drinking water quality PO = practical objective SMCL = secondary maximum contaminant level


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2 Description of Proposed Development

2.1 PROJECT DESCRIPTION

The proposed project was to construct a new Water Treatment Plant (WTP) to meet the current drinking water regulations and be capable of producing 1.0 L/sec of treated water.

The projected included the following scope of works:

The construction of a new WTP building; The installation of a new river intake that consists of two new pumps and an intake screen;

Installation of new treatment equipment and distribution pumps; Installation of a new holding tank for the ion exchange regeneration water regeneration Installation of a new discharge pipe to the Grass River for the disposal of the filter backwash water

Installation of ~1.5 km of 50/75 mm HDPE water supply pipelines to connect the two separate water systems.

2.1.1 Proposed Water Treatment Process

The proposed treatment process is as follows:

Three 450mm x 1500mm multimedia pressure filters;

Three 300mm x 1200mm cartridge filtration units (10 micron > 0.35 micron > 1.0-micron abs.) Two 300mm x 1200mm cartridge filtration units with carbon blocks for taste and odour; Three 450mm x 1500mm ion exchange vessel for organics removal;

Three UV reactors for primary disinfection; One chlorination system using sodium hypochlorite for secondary disinfection; and Potable water storage tanks and distribution pumps.

The ion exchange (IX) units are also known as Organic Colour Removal (OCR) filters and Tannin Filters. The Purolite® strong base anionic resin specifically targets organics for TOC and colour removal.

2.1.2 Filter Backwash and Regeneration Stream Disposal

As previously mentioned, the intent is to split the new WTP’s residuals into two streams in order to reduce

the volume of hauled liquids. The regeneration water from the new ion exchange units will be directed to a holding tank that will get

regularly pumped out along with the other holding tanks on the Helitac Base. The holding tanks are hauled to Snow Lake for disposal at their wastewater treatment facility. The ion exchange units will regenerate on a volume basis: for every 10,000 L of treated flow, there is a 350 L regeneration cycle. There are three

vessels that will alternate regenerations as required. The annual volume of hauled liquid can vary along with the on base population.


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The backwash water from the multimedia filters is to be discharged back to the Grass River near the shore. The multimedia filter backwash cycle uses approximately 500 L of treated water per cycle; the three filters

that will alternate backwashing every day or so. The units are currently programmed to backwash on a volume trigger at 5,000 L. This volume will be adjusted as the operators become familiar with the raw water quality and filter performance.

At this time, the anticipated volume of backwash water returned to the River is estimated to be 500 L/day to 1500 L/day from June to early September. This will result in a total of 75 m3/year that could be returned to

the river on an average year. This number will likely decline as the operators learn to predict raw water quality and adjust the backwash frequency, or increase in a specific year when the Helitac Base is fully staffed for fire fighting.

It is also estimated that upwards of 50 m3/year of regeneration water is to be hauled from site in an average year.

Figure 2-1 is a map of the discharge and drainage route for the pumped discharged.

Figure 2-1: Discharge and Drainage Routes

New WTP

Holding Tank (IX regen water)

Discharge Line (Filter Backwash)

Raw Intake Screen

Outlet

Raw Intake Line


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Since the filter backwash discharge occurs seasonally, and its volume is relatively small compared to the flows through the Grass River, large dilution factor is expected to occur. The filter backwash water quality is

typical to most water treatment plants with sand filters, where those types of plants regularly discharge to surface water bodies without having significant adverse effects. Thus, it is anticipated that the discharging of filter backwash from this new facility to the river will have no long term adverse effects on the water

quality in the Grass River or Wekusko Lake.

2.1.3 Operations and Maintenance

Manitoba Sustainable Development, Parks and Protected Spaces will be responsible for operation and maintenance of the WTP. Wekusko Falls Provincial Park has a water treatment plant operator who will be

responsible for plant operation in accordance with their Licence and Regulations.

2.2 CERTIFICATE OF TITLE

The WTP will be located on provincially owned Crown land within the Wekusko Falls Provincial Park. The land is registered under Her Majesty The Queen.

2.3 EXISTING AND ADJACENT LAND USE

The WTP is located within the Helitac Base in the Provincial Park. No significant changes to the existing and adjacent lands is planned to occur as a result of this project. The new WTP is located in a gravelled

operations area that was re-arranged to accommodate the new building. The existing lands are used for the Helitac Base crew, camping and recreational activities.

2.4 LAND USE DESIGNATION AND ZONING

All of the land comprising the Wekusko Falls Provincial Park has been categorized as a Recreational Development. The main purpose of this land use category is to accommodate recreational development.

Zoning for water pipelines on municipal owned land does not apply.

2.5 PROJECT SCHEDULE

The WTP project was generally completed through 2016, and will be in full operation at the start of 2017.

2.6 PROJECT FUNDING

The project is funded by Manitoba Sustainable Development, and managed through the Manitoba Water Services Board.


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2.7 REGULATORY APPROVALS

The following departments will receive copies of the specifications and plans, for review and approval:

Office of Drinking Water

2.8 PUBLIC CONSULTATION

Public consultation will not be required as the project does not involve private funding or property.

2.9 STORAGE OF PETROLEUM PRODUCTS AND OTHER CHEMICALS

The contractors will be required to ensure all equipment is to be maintained free of fluid leaks, and in proper operating condition. The contractor shall wash, refuel and service machinery, store fuel and other materials for the equipment away from the water to prevent deleterious substances from entering the water. No

fuelling of equipment shall occur within 100 m of the watercourse during construction. If fueling of large equipment does occur onsite, fuel should be provided by fueling trucks. Logs of refueling volumes should be recorded and spill kits and an emergency response plan shall be prepared for the site which involves

spill prevention, notification and response procedures. During operation of the WTP, no petroleum products are planned to be stored within the building. Sodium

hypochlorite and salt will be required to be onsite for the water treatment process and will be stored in a designated area with suitable spill containment.


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3 Physical Environment

3.1 PHYSIOGRAPHIC SETTING AND CLIMATE

The Wekusko Falls Provincial Park Campground is located along PTH 392, approximately 15 km south of Snow Lake. The Park is located along the outlet of the Grass River as it enters Wekusko Lake and is a part of the Boreal Shield Ecozone. This Ecozone is the largest Ecozone in Canada extending from northern

Saskatchewan to Newfoundland and is generally comprised of broadly sloping uplands and lowlands (National Ecological Framework for Canada, 2013). Surface deposits define this zone as Precambrian granitic bedrock outcrops are interspersed with ridged to hummocky discontinuous veneers and blankets of

glacial moraine, fluvioglacial and colluvium features. Small to large lakes are also common throughout the ecozone.

More specifically, the area is a part of the Churchill River Upland Ecoregion which is located along the

southern edge of the Precambrian Shield. This region is underlain by massive crystalline Precambrian (Proterozoic) rocks with elevations ranging from 450 meters above sea level (masl) in the Reindeer Lake

area near the Saskatchewan border to 150 masl along its eastern boundary near Grass River (National Ecological Framework for Canada, 2013).

The climate normals data was summarized for the years 1981 to 2010 from an Environment Canada Weather Station located in The Pas, MB (Govt Can, 2017a). This station (The Pas A, climate ID 5052880) is the closest active station to the Wekusko Falls Campground with complete information. Climatic

conditions result in a short growing season, limiting forest productivity.

Table 3-1: Climate Normals station data (The Pas A)

Jan Feb Mar Apr May Jun Jul Aug Sept Oct Nov Dec Yearly

Average

TEMPERATURE (oC)

Daily Average -19.1 -15.9 -8.6 1.3 8.5 14.9 18.1 16.9 10.6 3.1 -7.4 -16.4 0.5

Daily Max -14.3 -10.3 -2.6 7.2 14.8 20.8 23.7 22.5 15.7 7.2 -3.8 -12.0 5.7

Daily Min -23.9 -21.3 -14.5 -4.6 2.2 9.0 12.4 11.3 5.6 -1.0 -11.0 -20.8 -4.7

PRECIPITATION (mm)

Precipitation 16.8 13.4 17.8 23.9 40.1 66.3 68.8 66.5 57.3 38.5 20.9 19.7 449.9

3.2 HYDROGEOLOGY

A summary of the hydrogeology in the Precambrian Shield has been completed by Betcher, Groove and Pupp (1995). They have noted that hydraulic conductivity is typically very low in unfractured crystalline igneous and metamorphic rock. Most ground water movement occurs through secondary features

consisting of joints, shears, or faults. There are large variations in the frequency of these secondary features on both a local and a regional scale, making a prediction of their location very difficult. In general,


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groundwater development from Precambrian rocks is quite limited in Manitoba, because of the small demand for groundwater in this region and the uncertainty, low yield and considerable expense of drilling

into igneous and metamorphic rocks. Most groundwater development in the Precambrian Shield has occurred in cottage areas of southeastern

Manitoba, where sand and gravel aquifers are sparsely distributed (Betcher, Groove and Pupp, 1995). Several hundred wells have been completed into these units in this area with reported well yields ranging from “dry” holes to more than 14 L/s. Generally, though, well yields are low, often below 1.0 L/s and

ranging from 0.01 to 0.001 L/s/m. Water producing zones can generally be found at depths in excess of 60 m and often at depths of 100 m or more, below the bedrock surface.

No specific information about the hydrogeology for the Wekusko Falls Campground was readily available. A summary of test and production wells drilled in the immediate area (approx. 370 m southeast of the proposed project along highway #392) is provided in Table 3-2 (GIN, 2017). Available records indicated

that other test and production wells have been drilled on the north (one production well) and south (14 test wells) shores of Wekusko Lake in the mid-1980s.

Table 3-2 Records of Boreholes in Immediate Area (GIN, 2017)

Borehole ID Date of Drilling Length Water Use Purpose

22687 1974-08-21 2.13 m Missing Test Well



22344 1974-08-21 19.51 m Domestic Production

3.3 HYDROLOGY

Wekusko Lake is known to occupy approximately 16,760 ha and have an average depth of 9.1m (30 ft) with

a maximum depth of 17 m (56 ft) (Bogdan, B, pers.comm., 2017). The Grass River flows from Tramping Lake to Wekusko Lake, travelling 32.2 km from Reed Lake. The headwaters of the Grass River are in Third Cranberry Lake, approximately 27 kilometers east of Cranberry Portage. It then flows north to Elbow Lake,

and turns sharply south to Iskwasum Lake after which it continues easterly to Reed Lake. After Reed Lake, the river enters Tramping Lake, followed by the Wekusko Falls, then Wekusko Lake. The river runs for 599 km, and drains a watershed of approx. 15,400 km2. The most recent records of the daily discharge for

Grass River at Wekusko Falls were recorded in 1991, indicating an average discharge of approx. 5.29 m3/s with a maximum daily discharge of 11.1 m3/s and a minimum of 1.78 m3/s (Govt Can, 2017b).


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Grass River is apart of the Nelson River drainage basin which drains northeastward to Hudson Bay through a bedrock-controlled network of tributary streams and drainage ways (National Ecological Framework for

Canada, 2013). Numerous small to medium lakes are linked by the Grass River.

3.4 FISH AND FISH HABITAT

Fish habitat in the project area includes Grass River and Wekusko Lake. These bodies of water are known to contain the following sport fish: lake whitefish (Coregonus clupeaformis), northern pike (Esox lucius), sauger (Stizostedion canadense), walleye (Stizostedion vitreum), yellow perch (Perca flavescens), cisco

(Coregonus artedi), burbot (Lota lota) and white sucker (Catostomus commersonii) (Dept Nat Res, 1984 and Bogdan, B, pers.comm., 2017).

3.5 VEGETATION AND WILDLIFE

The Wekusko Falls Campground is within the Churchill River Upland Ecoregion of the Boreal Shield Ecozone (National Ecological Framework for Canada, 2013). The dominant forest cover consists of

medium to tall closed black spruce (Picea mariana) and jack pine (Pinus banksiana) stands (Smith, et al., 1998). Mixed wood stands of white spruce (Picea glauca), white birch (Betula papyrifera) and trembling aspen (Populus tremuloides) are often present on warm sites in the north and on a variety of sites in the

southern part of the region. The frequent occurrence of forest fires has contributed to the widespread distribution of jack pine, white birch and trembling aspen. Well to rapidly drained sandy sites support pure or mixed open stands of black spruce and jack pine. Bedrock exposures have patchy tree cover and are

generally covered with lichens. While understory vegetation generally consists of feather mosses (Ptilium spp.), rock cranberry (Vaccinium vitis-idaea), blueberry (Vaccinium myrtilloides), Labrador tea (Ledum groenlandicum) and lichen.

Poorly drained basin bogs and peat plateau bogs are dominated by closed and open stands of stunted black spruce, with a ground cover of Labrador tea, blueberry, bog rosemary (Andromeda polifolia) and

sphagnum mosses (Smith, et al., 1998). Fen vegetation is dominated by sedges (Carex spp.) and brown mosses, and may also include tamarack (Larix laricina) stands and swamp birch (Betula nana) shrub cover.

Characteristic wildlife of the Ecozone includes moose (Alces americanus), black bear (Ursus americanus), gray wolf (Canis lupus) and woodland caribou (Rangifer tarandus caribou) (Smith, et al., 1998). White-tail deer (Odocoileus virginianus) has also been expanding its range into the more southern areas in recent

years. Other wildlife in the region includes lynx (Lynx canadensis), ermine (Mustela erminea), fisher (Pekania pennanti), mink (Mustela vison), red squirrel (Tamiasciurus hudsonicus), beaver (Castor canadensis), muskrat (Ondatra zibethicus) and snowshoe hare (Lepus americanus).

Representative birds include waterfowl such as ducks and geese, raptors such as bald eagle (Haliaeetus leucocephalus), great horned owl (Bubo virginianus) and red-tailed hawk (Buteo jamaicensis), as well as


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spruce grouse (Falcipennis canadensis), herring gull (Larus argentatus), double crested cormorant (Phalacrocorax auritus) and turkey vulture (Cathartes aura).

3.6 SOCIOECONOMIC

The project is located within the Wekusko Falls Provincial Park. The park is funded by the Province of Manitoba and provides recreation, camping, and day use areas to the public. As previously stated, the Park can have a peak of nearly 383 individuals including main Park staff, and upwards of 75 crew on Base,

when it is operation from May to September. Fluctuations on the number of people staying at the campground and Base throughout its operation are unknown at this time.

3.7 HERITAGE RESOURCES

The project activities all occur within the Wekusko Falls Provincial Park and primarily occur within previously disturbed or developed areas. The owner would work with Heritage Resources Branch to

mitigate any concerns as required.


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4 Potential Environmental Effects

An environmental effect includes a change that a project or development may cause to the environment.

They may include, but are not limited to effects to:

Air Quality; Soils;

Surface Water, Fish and Fish Habitat; Water Quality; Ground Water Levels;

Vegetation; Wildlife Habitat and Vegetation; and Socioeconomics aspects of the area.

4.1 AIR QUALITY

Construction activities will create dust and emissions from construction machinery. Dust suppression using

water sprays or mists will be used to alleviate potential dust from being raised. Air quality effects from any dust generation during construction would be localized and temporary and is considered to have a low or negligible environmental effect. Emissions from construction equipment will be temporary and minimized by

having machinery operating within normal limits and outfitted with mufflers (where application) to reduce air emissions. It is anticipated that during the operation of the WTP there would not be any release of pollutants to the air.

4.2 SOILS

A risk exists, during the construction of the facility, for a spill to occur from construction machinery and

vehicle equipment. To reduce this risk storage of fuel, other petroleum products and lubricants will not be permitted within the area of the water supply. Therefore, the risk of occurrence is small based and additionally standard construction best practices for managing clean-up and removal of any impacted soils

will be used to prevent any impacts. During WTP operation activities are limited to regular maintenance activities. Daily checks of the WTP

would involve recording readings, making minor adjustments to the plant treatment process, such as regeneration rates and disinfection dosing rates. These activities would have a minimal impact to soils in the area. Potential adverse impacts to soil quality are assessed to be minor.


13 | P a g e

4.3 SURFACE WATER AND FISH HABITAT

Potential environmental impacts to surface water and fish habitat were expected to be minor and short term

during construction. The majority of the work took place away from the water body for the construction of the new water treatment equipment.

The installation of the ion exchange residuals holding tank will occur away from the Grass River near the WTP and it is expected that no sediment will enter this water body.

Due to the prevalence of bedrock along the shore of the Grass River, all work in proximity, and in, water body was surface installation, shallow bury excavation took place near the WTP site. The installation of the new river intake consisted of floating out a prefabricated intake pipe and screen and lowering into the River

with divers. Connections to the raw piping were surface connections. The new intake was designed with DFO complaint screening.

The practice of discharging the filter backwash to the Grass River is not expected to have any significant long term adverse effects on the River or Lake general fish habitat, due to the large dilution factor.

4.4 WATER QUALITY

Impacts to the water quality of Grass River were reduced during construction by using the proper mitigation measures (e.g. following best practices), as previously described.

The practice of discharging the filter backwash to Grass Lake is not expected to have any significant long term adverse effects on water quality, due to the large dilution factor. Wekusko Lake has an approximate

surface area of ~16,000 ha [Google Earth], and is connected to the Grass River system.

4.5 GROUNDWATER LEVELS

This project is not expected to affect groundwater levels within the region therefore the potential environmental effects are negligible.

4.6 VEGETATION

The proposed project area in the Wekusko Falls Campground and Helitac Base has previously been disturbed and is regularly managed. Best management practices were utilized for the installation of the

discharge pipeline and the majority of the intake pipeline. Measures were taken to manage sedimentation and erosion control by the contractor. The area of disturbance for the installation of the discharge and intake lines was minimal. Any areas which were disturbed related to the intake and discharge have been

restored to their natural state.


14 | P a g e

The operating and maintenance activities of the proposed development are minimal and will be restricted to established areas within the park. Potential impacts to vegetation are considered to be negligible.

4.7 WILDLIFE HABITAT AND VEGETATION

The potential effects to wildlife habitat loss were assessed to be negligible as all activities are occurring in areas previously developed.

4.8 NOISE AND VIBRATION

The noise emissions created by construction equipment were minimized by proper noise reducing systems

(mufflers etc.). The predominate machinery onsite are powered hand tools. This noise is in addition to regular maintenance and park activities, and were short term and are considered to be minor.

4.9 HUMAN HEALTH AND WELL BEING

Potential adverse effects on the overall human health are considered to be negligible to minor. During construction, short term increases to dust and noise will occur. Vehicular traffic to the site increased during

construction. The construction and operation of the water treatment plant designed to produce treated water to meet

current water quality standards is considered to have a positive effect on human health and wellbeing.

4.10 CLIMATE CHANGE

No climate change impacts are expected from the proposed development.


15 | P a g e

5 Environmental Management Measures

5.1 AIR QUALITY

Well maintained vehicles and equipment and reduction of unnecessarily transportation and idling of vehicles will assist in mitigating air quality impacts.

The control of dust with water sprays or an approved dust suppressant will limit the impact of dust to the air quality. Prompt re-establishment of vegetation disturbed during construction and also limiting certain work to periods of low winds will also help mitigate air quality impacts.

5.2 SOILS

Preparation of an emergency response plan to mitigate potential impacts to soil by contaminants from

petroleum products as well as use and availability of on-site spill clean-up equipment and materials, using properly maintained equipment and fuelling procedures.

Minimal ground disturbance is anticipated during the construction phase. The reestablishment of vegetation and backfill of any short trenches or excavations will occur as soon as possible after any disturbance to reduce the loss of soil due to wind or water erosion.

5.3 SURFACE WATER

Surface water issues may be mitigated during construction by redirecting surface run-off, pumping

accumulated water to adjacent ditches and installing proper erosion control practices such as silt fences and erosion control blankets.

Properly maintained, operated and fueled equipment will assist with the mitigation of potential fuel or petroleum spills. Regulatory authorities will be notified through the emergency response line and appropriate measures will be taken according to Provincial requirements.

Setback distances of 100m will be used for fueling and refueling purposes from any water courses. Vehicles will stay on established roads and not unnecessarily disturb riparian zones. Any disturbed vegetation will

be re-established as soon as possible. Chlorinated water used to disinfect the water treatment plant or distribution system will be neutralized prior

to discharge.


16 | P a g e

5.4 GROUNDWATER

The same mitigation efforts as described for surface water can be applied to as mitigation measures to

reduce potential impact to any groundwater

5.5 VEGETATION AND WILDLIFE

The establishment of re-vegetation will occur as soon as practically possible for disturbed areas. Minimizing laydown areas and construction activities will act as a measure to reduce disturbance to soils, and vegetation. Proper noise control and dust control as previously discussed will be implemented to mitigate

potential impacts.

5.6 FISHERIES

Fisheries impacts will be mitigated by controlling run-off and any construction related discharge to the watercourse to reduce potential harmful effects. The work area will be set back from riparian zones. Proper erosion and sedimentation control measures for working near water will be implemented. These measures

will limit any short term temporary impact to fisheries.

5.7 NOISE AND VIBRATION

Unnecessary operation of equipment, properly muffled vehicles and equipment on site and properly maintained equipment will be assist in mitigating noise and vibration issues.

5.8 WATER CONSERVATION

Low flow and low flush fixtures will assist in water conservation measures related to the treatment and production of water at Wekusko Falls Provincial Park.

5.9 RESIDUAL ENVIRONMENTAL EFFECTS

Long-term residual effects are not anticipated, but short term residual effects are considered local, minor in

magnitude, short term in duration, and reversible over time after environmental protection and mitigation measures are applied.


17 | P a g e

6 References

“Associated Engineering, 2015. Draft Predesign Report, Wekusko Falls Campground Water

Treatment Plant Upgrades.” Internal Report. “Department of Fisheries and Oceans (DFO), 1995. Freshwater Intake End-of-Pipe Fish Screen

Guideline.” Fs 23-270/1995E Obtained from www.dfo-mpo.gc.ca/Library/223669.pdf

“Health Canada, 2014. Guidelines for Canadian Drinking Water Quality – Summary Table.” Obtained

Feb 2015 http://hc-sc.gc.ca/ewh-semt/pubs/water-eau/sum_guide-res_recom/index-eng.php

“Manitoba Water Stewardship, 2011. Manitoba Water Quality Standards, Objectives, and

Guidelines.” Manitoba Water Stewardship Report 2011-01. Obtained Feb 2015 http://www.gov.mb.ca/waterstewardship/water_quality/quality/pdf/mb_water_quality_standard_final.pdf

“National Ecological Framework for Canada, 2013.” Ecoregions of Canada, Southwest Manitoba Uplands. Obtained Feb 2015 http://ecozones.ca/english/region/163.html

“Bogdan, Bryan. 2017.” Personal communication (telephone). Owner/Operator. Wekusko Falls Lodge. Snow Lake, MB.

“Betcher, Groove and Pupp, 1995. Groundwater in Manitoba: Hydrogeology, Quality Concerns, Management.” Environment Canada, National Hydrology Research Institute Contribution No. CS-93017. Obtained from https://gov.mb.ca/waterstewardship/reports/groundwater/hg_of_manitoba.pdf

“Government of Canada (Govt Can), 2017.” Canadian Climate Normals 1981-2010 Station Data. Obtained March 2017

http://climate.weather.gc.ca/climate_normals/results_1981_2010_e.html?searchType=stnProx&txtRadius=200&selCity=&selPark=&optProxType=custom&txtCentralLatDeg=54&txtCentralLatMin=47&txtCentralLatSec=12.72&txtCentralLongDeg=99&txtCentralLongMin=57&txtCentralLongSec=46.5&stnID=3864&dispBack=0 “Groundwater Information Network (GIN), 2017a.” Manitoba Water well Information. Retrieved from http://gw-info.net.

“Department of Natural Resources (Dept Nat Res), 1984.” Grass River Provincial Park Management Plan. Parks Branch.

“Government of Canada (Govt Can), 2017b.” Daily Discharge Data for Grass River at Wekusko Falls (05TB002) [MB]. Retrieved from

https://wateroffice.ec.gc.ca/report/historical_e.html?stn=05TB002&mode=Table


18 | P a g e

“Smith, R.E., H. Veldhuis, G.F. Mills, R.G. Eilers, W.R. Fraser, and G.W. Lelyk. 1998.” Terrestrial Ecozones, Ecoregions, and Ecodistricts, An Ecological Stratification of Manitoba’s Landscapes. Technical

Bulletin 98-9E.Land Resource Unit, Brandon Research Centre, Research Branch, Agriculture and Agri-Food Canada,Winnipeg, Manitoba.

ENVIRONMENT ACT PROPOSAL


A-1

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B-2

Appendix B – WTP Predesign Report

Predesign Report

Manitoba Conservation& The Manitoba Water Services Board

Wekusko Falls CampgroundWater Treatment Plant Upgrade

April 2016

CONFIDENTIALITY AND © COPYRIGHT

This document is for the sole use of the addressee and Associated Engineering (Sask.) Ltd. Ltd. The document contains proprietary andconfidential information that shall not be reproduced in any manner or disclosed to or discussed with any other parties without the expresswritten permission of Associated Engineering (Sask.) Ltd. Ltd. Information in this document is to be considered the intellectual property ofAssociated Engineering (Sask.) Ltd. Ltd. in accordance with Canadian copyright law.

This report was prepared by Associated Engineering (Sask.) Ltd. Ltd. for the account of Manitoba Conservation The Manitoba Water ServicesBoard. The material in it reflects Associated Engineering (Sask.) Ltd. Ltd.’s best judgement, in light of the information available to it, at the timeof preparation. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility ofsuch third parties. Associated Engineering (Sask.) Ltd. Ltd. accepts no responsibility for damages, if any, suffered by any third party as a resultof decisions made or actions based on this report.

Manitoba Conservation Table of Contents The Manitoba Water Services Board

ii

Table of Contents

SECTION PAGE NO.

Executive Summary ................................................................................................................................. i

Table of Contents .................................................................................................................................... ii

List of Tables .......................................................................................................................................... iv

List of Figures ........................................................................................................................................ iv

1 Introduction................................................................................................................................. 1

1.1 BACKGROUND ............................................................................................................... 1

2 Design Considerations ............................................................................................................... 4

2.1 DESIGN POPULATION AND WATER DEMAND .............................................................. 4

2.2 PROPOSED WATER TREATMENT PLANT CAPACITY .................................................. 5

2.3 DISTRIBUTION PUMPING ............................................................................................... 6

2.4 DISINFECTION STORAGE REQUIREMENTS ................................................................. 8

2.5 RIVER INTAKE PUMPING ............................................................................................... 9

2.6 PROCESS WASTE ........................................................................................................ 11

2.7 WATER RIGHTS LICENCING ........................................................................................ 11

2.8 ENVIRONMENT ACT LICENCE ..................................................................................... 11

2.9 INTAKE APPROVAL ...................................................................................................... 11

2.10 OFFICE OF DRINKING WATER .................................................................................... 11

2.11 EXISTING PUMP HOUSE SYSTEMS ............................................................................ 11

2.12 DESIGN SUMMARY ...................................................................................................... 12

3 Water Quality ............................................................................................................................ 13

3.1 RAW WATER QUALITY ................................................................................................. 13

3.2 TREATED WATER QUALITY OBJECTIVES .................................................................. 14

4 Treatment Plant Technologies ................................................................................................. 15

4.1 CARTRIDGE FILTRATION ............................................................................................. 15

4.2 ORGANICS REMOVAL .................................................................................................. 16

4.3 ULTRAVIOLET DISINFECTION ..................................................................................... 16

4.4 FINAL CHLORINATION ................................................................................................. 16

Manitoba Conservation Table of Contents The Manitoba Water Services Board

iii

4.5 EQUIPMENT SELECTION ............................................................................................. 17

4.6 HOLDING TANK ............................................................................................................ 19

4.7 FILTER BACKWASH ..................................................................................................... 19

4.8 CONTROLS AND INSTRUMENTATION ........................................................................ 19

4.9 SUMMARY..................................................................................................................... 20

5 Distribution System .................................................................................................................. 21

6 Opinion of Probable Costs ....................................................................................................... 25

7 Closure ...................................................................................................................................... 27

Appendix A – Concept Rendering Of Layout

Appendix B – Raw Water Quality Data

Appendix C – Treatment Equipment Data

Appendix D – Classification Form Example

Appendix E – WL Gibbons Report on Groundwater

Manitoba Conservation List of Figures The Manitoba Water Services Board

iv

List of Tables

PAGE NO.

Table 2.1 – Calculated Daily Water Demands.......................................................................................... 5Table 2.2 – Water Consumption Rate During Peak Hour (Morning) ....................................................... 6Table 2.3 – Water Consumption Rate During Peak Event ...................................................................... 7

Table 2.4 – System Summary ................................................................................................................ 12Table 3.1 – Raw Water Quality Summary .............................................................................................. 13Table 3.2 – Treatment Objectives .......................................................................................................... 14

Table 4.1 – Major Equipment List .......................................................................................................... 20Table 6.1 – Major Equipment List .......................................................................................................... 25

List of Figures

PAGE NO.

Figure 1-1 – Wekusko Falls Campground Location Map ........................................................................ 2Figure 1-2 – Wekusko Falls Campground Water System ....................................................................... 3Figure 2-1 – New WTP and Intake at Helitac Base .................................................................................. 9

Figure 2-2 – New River Intake Concept ................................................................................................. 10Figure 2-3 – 50mm Raw Water Line System Curve ............................................................................... 10Figure 4-1 – Cartridge Filtration Schematic .......................................................................................... 15

Figure 5-1 – Node Elevations and Pipe Sizes........................................................................................ 23Figure 5-2 – Node Pressure and Pipe Flows ......................................................................................... 24

PREDESIGN REPORT

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1 Introduction

The Wekusko Falls Campground is located along PTH 392, just 15 Km outside of Snow Lake Manitoba.The site consists of a campground as well as a Helitac base.

The campground has 88 seasonal campsites, 52 of which have electrical service; none of the sites havewater or sewer hook ups. There are nine water stands in the campground that provide water. The

campground area is currently serviced with one modern washroom, one shower building, and four non-modern washroom facilities. The campground office is also serviced with water. The day-use area has onemodern washroom, one non-modern washroom and a maintenance building serviced with water. There

may be future plans to have one more modern washroom in the campground.?

The Helitac base has nearly 20 buildings that includes a Main Office, cabins, kitchen, shower building, and

maintenance sheds. Approximately 12 of these buildings are serviced with water.

There are currently two water systems in place, one system for the campground, and another system that

supplies the Helitac base and day-use area. Both systems have surface water sources and only employchlorination for treatment. As such, they do not meet the current treatment objectives of 3-3-4 log removalfor giardia, crypto, and viruses. The systems also only operate from May to September, being shut down for

the winter. As well, the system is also challenged to meet the TTHM guidelines due to the high organics inthe source water.

It is the Parks intent to upgrade the treatment to meet current regulations as well as combine the two watersystems. The design intent will be to construct one new WTP that will supply both water distributionsystems.

1.1 BACKGROUND

The MWSB had conducted groundwater investigations in the area to find an alternative water source. The

investigation found some fairly poor water quality and it was a challenge to find a real sustainable supply.Thus, surface water remains the water source.

AE travelled to site in April and met with the local Parks staff and went through an assessment of thepotential WTP sites. We looked at the existing two sites and potentially new sites. Challenges that facedeach location was elevation changes, water piping to and from WTP, and access during winter. It was

decided that the preferred location was next to the existing pumphouse in the Helitac base. This locationwas in proximity to a water source, electrical power, and easy access during the offseason. It is also locatednext to the heavy demand users in the base.

The interconnection between the two water systems was also reviewed. Some of the challenges that needto be overcome is the prevalence of bedrock between the day-use area and the campground, and crossing

Manitoba Conservation Wekusko Falls CampgroundWater Treatment Plant Upgrade

2 | P a g e

the Grass River. The new water line cannot easily be buried due to bedrock, but this should not be a majorissue as sections of the existing lines are not buried (seasonal use only).

The Grass River crossing is a challenge due to the bedrockand the sharp elevation changes. Going further out into the

Bay for a crossing eliminates the bedrock and topographyconcerns, but it adds a significant amount of distance to thepiping route. From the site meeting, we have proposed that

the preferred pipeline route to connect the two systemswould be the shortest distance. Parts of the route would beon the surface due to bedrock, and it is proposed that the

small diameter line be suspended across one of the bridgesin order to cross the River.

Since we are proposing to service the campground fromthe day-use area distribution system, we will need toupgrade the lines as they are too small to carry the additional campground demands. We would proposed

to twin the water lines from the Helitac Base distribution system to the day use area to carry the additionalwater demand to the campground area. More details will be provided later in this report.

Figure 1-1 – Wekusko Falls Campground Location Map

Campground

Day-Use

Helitac Base

New WTP


3 | P a g e

Figure 1-2 – Wekusko Falls Campground Water System

OPTION 2 Route

Helitac BaseWTP

MaintenanceYard

OPTION 1 Route

Existing Water Lines

Proposed New Lines

Water Line Twinning


4 | P a g e

2 Design Considerations

2.1 DESIGN POPULATION AND WATER DEMAND

The Wekusko Falls campground population will be based on the 88 basic sites, 10 day use sites, and anallocation for three staff. In discussions with MB Conservation, there are no immediate plans to expand thecampground and add more sites. Water demand will be based on the current serviced population.

For the Helitac Base, the serviced population will be based on a typical population of 25 crew and 6 basestaff. Provisions will be made for an additional 50 crew at peak Base occupancy.

There is no metering data available for the water systems, thus the projected demands will be based onpopulation, typical water consumption values and plumbing fixture counts.

The following table presents three potential design basis for sizing the treatment flow rate.

Option Basis of Design OptionProposed

Flow

1 Based on current pumping capacity (18 GPM raw pump at each facility) 2.25 L/sec

2 Based on projected population at base and campground (typical base population) 0.69 L/sec

3 Based on projected population at base and campground (PEAK base population) 0.95 L/sec

Option 1 is based on matching the capacity of the existing raw water pumps that feed directly to thesystems. The Parks staff indicate that these pumps seemed to be sufficient for their typical demands.However, it is uncertain if the pumps actually operate at their max capacity; it is unlikely that they do.

Option 2 is based on a more of a typical design methodology where the maximum campground and Helitacpopulations are calculated and an estimate of per capita water consumption is used.

Option 3 is based on the same principles as Option 2, but this scenario assumes the Helitac base is atmaximum occupancy of 75 crew individuals.

For this facility, we are recommending that the system is designed around Option 3 (1.0 L/sec). Thisprovides some additional capacity to help accommodate the peak base population as well it will allow for

some future campground upgrades. The Parks staff indicate an additional modern washroom may beconstructed in the future.


5 | P a g e

The following are the calculations used to develop the treatment rate for Option 1 and Option 2.

Table 2.1 – Calculated Daily Water Demands

It is assumed that the Helitac crews have a higher water use due to their reliance on laundry facilities,

showers, modern washroom, and commercial kitchen meals.

2.2 PROPOSED WATER TREATMENT PLANT CAPACITY

The proposed treatment rate will be designed to meet the estimated peak day of 27,230 L/day as shown inTable 2.1.

The design will also be based on being able to produce this volume over an eight hour period.Implementing an eight hour production day will allow the Park staff to more easily monitor the equipment

during regular hours, it also allows for future peaking factor. During the weekdays, the system would likelyoperate for less than 4 hours to meet most daily demands.

Production rate: 27,230 L ÷ 8 hours x (3,600 seconds per hour) = ~1.00 L/s (16 USGPM)

At this treatment rate, however, the system will not be able to keep up with the peak hour flows (~3.0 L/sec)

during heavy shower facility use in the morning; thus, the plant will need to rely on adequate buffer storageto accommodate these peak hour events.

Sitescampersper site

Totalpeopleper day

L/dayper

personDemand L/day

Seasonal Sites 88 4 352 40 14,080

Day Use - - 25 40 1,000

Helitac Crews - - 25 150 3,750

Park & Base Staff - - 6 150 900

TOTAL: 19,730 Litres per Day

To make this volume in 8 hours: 0.69 L/sec

Maximum Helitac Base Population (additional) 50 150 7,500 Litres Per Day

TOTAL: 27,230 Litres per Day

To make this volume in 8 hours: 0.95 L/sec Average Day


6 | P a g e

2.3 DISTRIBUTION PUMPING

2.3.1 Existing Pumping System

The existing submersible pumps that supply pressure to the water systems are both ~3.0HP and deliverapproximately 2.25 L/sec (18 GPM) to each system. The local Parks staff do not believe that these pumpsare undersized, in general they always seem to meet the current demands. Thus, we do anticipate sizing

the new distribution pumps to feed both systems any greater than 4.5 L/sec (2x 2.25 L/sec).

2.3.2 Design Considerations for New Distribution Pumps

Table 2.2 is a summary of the existing major fixtures in campground and Base that are to be supplied withthe treated water. Based on this fixtures count, the maximum potential flow rate during the morning peakcould be upwards of 3.0 L/s.

Table 2.2 – Water Consumption Rate During Peak Hour (Morning)

AREATotal Fixture

Count

FixturesConcurrently in Use

During Peak Hour

Flow Rate

(L/min)

EstimatedPeak Hour

Demand(L/min)

CAMPGROUND

Water Closets 3 1 30.0 30.0

Showers 3 3 5.7 17.0

Sinks 4 2 1.5 3.0

Stand Pipes 11 5 2.0 10.0

DAY USE 0 0 0


Showers 1 1 5.7 6.0

Sinks 4 1 1.5 1.5


HELITAC BASE 0 0 0


Showers 20 6 5.7 34.0

Sinks 17 1 1.5 1.5


Laundry 4 0 2.0 0.0

TOTALS 94 25 - 169.0 L/min

2.8 L/sec


7 | P a g e

The Parks staff have also indicated there could be another peak event that takes place after a full Helitaccrew returns to Base after fighting fires. This will trigger a heavy shower and facility use for a short while.

Table 2.3 is a summary of the anticipated fixtures in use during this peak event, which is typcally at thenend of the day when campground fixture use is at a low. Based on this fixtures count, the maximumpotential flow rate during the morning peak could be upwards of 3.0 L/s.

Table 2.3 – Water Consumption Rate During Peak Event

AREATotal Fixture

Count

Fixtures

Concurrently in UseDuring Peak Hour

Flow Rate(L/min)

Estimated

Peak HourDemand(L/min)

CAMPGROUND


Showers 3 0 5.7 0.0

Sinks 4 1 1.5 1.5


DAY USE 0 0 0


Showers 1 0 5.7 0.0

Sinks 4 1 1.5 1.5


HELITAC BASE 0 0 0


Showers 20 18 5.7 103.0

Sinks 17 2 1.5 3.0


Laundry 4 2 2.0 4.0

TOTALS 94 30 - 181.0 L/min

3.0 L/sec

Thus the distribution pumps should have the capacity to deliver at minimum just over 3.0 L/sec at ~60 psi.


8 | P a g e

2.4 DISINFECTION STORAGE REQUIREMENTS

The objective of the storage volume will be to achieve 20 minutes of chlorine contact time for 4-log virus

disinfection. The design will incorporate multiple above grade fiberglass storage tanks in series to providestorage.

Based on the higher flow rate from Table 2.3, the size and quantity of tanks will be determined as follows:

Peak Flow Rate with full crew at Helitac (75 people) 3.0 L/sec

180 L/min

Contact Time 20 min

Baffle Factor 0.4

Minimum Storage: 9,000 Litres

However, as stated earlier, the water production rate at 1.0 L/sec will not keep up with the peak hourdemand, thus, there should be sufficient storage to provide buffering capacity. The required buffering

capacity can be estimated as follows:

Peak Flow Rate with full crew at Helitac (75 people) 3.0 L/sec

Treatment Rate 1.0 L/secShortfall 2.0 L/sec

Duration of Peak Water Use 1.0 hours

Storage Buffer Volume Required: 7,200 Litres

This calculation shows that if we provide 9,000L of storage, we will nearly exhaust the supply during heavyuse.

In order to provide a bit more buffer storage capacity, as well as improve the baffling factor, we areproposing to install a series of four (4) tanks, each with a usable capacity of ~2,850L.

This provides a total usable storage volume of 11,400 Litres via four (4) 1,000 gallon vessels.

The vessels will be piped in series and have a few options for filling and drawing. These options to by-passtanks will allow for reduced storage volumes during the shoulder seasons with lower demands.


9 | P a g e

2.5 RIVER INTAKE PUMPING

The existing intakes for both pump houses consist of submersible pumps with a screen wrapped around

them. Although functional, it is not in essence DFO compliant.

The location of the proposed WTP will be next to the existing pump house at the Helitac Base. Although it is

possible to re-purpose the existing intake line and pump, it is not proposed at this time. The salvageablepipe and pump are relatively minor given the short distance to shore. It will also allow the existing system toremain in service during the upgrades. A new intake therefore will be constructed with the WTP.

The proposed new Intake will be extended into the Grass River similar to exsiting, but will extend furtherinto the channel. There is concern with silt and sediment along the shore as a result of equipment cleaning

practices. The new intake will be two encased submersible pumps (duty stand-by) with a DFO screen. Theintake line will be run along the River bed and riverbank up to the WTP due to bedrock outcrops.

Figure 2-1 – New WTP and Intake at Helitac Base

New Intake Location

Existing Intake

New WTP

Existing Pump House

Area that can getcloudy when hoses

are cleaned.


10 | P a g e

Figure 2-2 – New River Intake Concept

Figure 2-3 is the system curve for ~100m of 50mm HDPE pipe from the intake to the WTP. At the designflow of 1.0 L/sec, the head losses are just over 1.0m. In order to pass through the treatment vessels and UV

units, the water pressure entering the plant should be around 35 m (50 psi). Thus our duty point for a rawwater submersible pump should be 1.0 L/sec at 36 m of head.

Figure 2-3 – 50mm Raw Water Line System Curve

Intake Depth: ~4 m

New WTP

2- Submersible Pumps Encased in 100mmSS Pipe c/w Intake Screen

Grass River

New 50mm HDPE raw water linec/w river weights

Quick disconnect at shore for draining.Pump check valve goes here.


11 | P a g e

2.6 PROCESS WASTE

Currently neither of the two pump houses discharge any process waste. The new WTP however will have

two waste streams; a process waste from the filter backwashes, and a drain waste from the lab sink andfloor drains.

It is proposed to capture the drain waste in a new holding tank (or alternatively direct it to an existing nearbytank). The filter backwash waste could be returned back to the River.

It was noted that the Helitac Base and the campground do NOT have any on-site wastewater disposalsystems. ALL the wastewater is directed to holding tanks and hauled to Snow Lake. Thus it was a designconsideration to minimize process waste from the new plant.

As such, we are proposing to eliminate the ion exchange organic color removal (OCR) system that wouldtypically be placed upstream of the UV reactors. Eliminating this system, eliminates a large brine waste

volume from regeneration cycles.

As an alternate solution, we have sought approval from ODW to use non-NSF UV reactors that can operate

down to 50% UVT. These reactors would not require the OCR filters.

2.7 WATER RIGHTS LICENCING

Since water consumption does not exceed 25,000 litres per day, a Water Rights Licence is not required.

2.8 ENVIRONMENT ACT LICENCE

A full Environment Act Licence will be required based on the size of the system. However, a simplified

application will be made to account for the surface disposal of the process wastewater.

2.9 INTAKE APPROVAL

When the new intake is designed, an application to DFO and Navigable Waters will be made.

2.10 OFFICE OF DRINKING WATER

A submission for a Permit to Construct or Alter will be made to ODW when the final design drawings aresealed.

2.11 EXISTING PUMP HOUSE SYSTEMS

Once the new WTP is online, the Park will need to isolate the old pump stations and decommission thepumps. No part of these systems are anticipated to be re-used.


12 | P a g e

2.12 DESIGN SUMMARY

The following is a summary of the current system demands, the projected demands, and the capacities of

the proposed new equipment.

Table 2.4 – System Summary

Equipment Details Flow Rate

Design Daily Production 27,000 L in 8 hours 1.0 L/s

Proposed Treatment Rate 1.0 L/s

Peak Instantaneous FlowHeavy Shower use andwashroom facilites 3.0 L/s

River Intake Pumps Two new submersibles 1.0 L/s @ 35 m

Distribution Pumps - Two New Pumps 1Ø to 3Ø conversion on VFD 3.0 L/s each

Hydro pneumatic Tank on Distribution Two (2) New – 40gal FRP

Reservoir Storage 11,400 L in (4) tanks


13 | P a g e

3 Water Quality

3.1 RAW WATER QUALITY

The Raw Water Quality from 2005 and 2014 samples is summarized in the Table below along with the

water quality objectives set forth in the Guidelines for Canadian Drinking Water Quality.

Table 3.1 – Raw Water Quality Summary

Parameter Units Value RangeCurrent Limits(2012 GCDWQ)

TreatmentObjective

pH 7.90 7.0 -10.5(AO) 6.5 - 8.5

Alkalinity mg/L 75

Hardness (CaCO3) mg/L 80-90 200 (PO)

TDS mg/L 100 500 (AO)

UV Transmittance %T 57.7% > 50%

Total Organic Carbon (TOC) mg/L 10 < 4.0

Colour TCU 7-15 < 15 TCU < 15

Iron mg/L 0.025 – 0.1 < 0.3 (AO) < 0.10

Manganese mg/L 0.005-.0009 < 0.05 (AO) < 0.05

Turbidity NTU 0.5 – 1.0 < 0.3 95% of the time < 0.3 95% of the time

Total Trihalomethanes µg/L 140 100 80

Abbreviations:AO = aesthetic objective MAC = maximum acceptable concentrationSMCL = secondary maximum contaminant level IMAC = interim maximum acceptable concentrationPO = practical objective

The test data shows that the River water is of high quality with some minor color and moderate organics.

The elevated organics in the treated supply react with the chlorine and form disinfection by products thatwell exceed the current guidelines. The prevalent form of the Total Trihalomethanes (TTHM) is Chloroform,which likely related to the high TOC levels.

UV transmittance is of concern as it can impact the operation of the UV system. Typically, when the UVT isbelow 70%, many UV systems tend to alarm as full dosage cannot be guaranteed. A recent UVT test has

shown the UVT to be below 60%. The UV system will need to be designed with this in consideration.


14 | P a g e

The new treatment process will need to target turbidity reduction with primary and secondary disinfection

(egg. UV and Chlorine). It should also target organics reduction to remove the precursors to the disinfectionby-products.

3.2 TREATED WATER QUALITY OBJECTIVES

Based on the water quality data, it is recommended that the proposed treatment system address turbidityreduction, pathogen inactivation, and organics reduction.

As it is a surface water source, the system will need to achieve the minimum 3-log credit for Giardia andCryptosporidium inactivation. The process will target organics reduction prior to UV in order to increase

UVT to at least 75% and to reduce the precursors to disinfection by products.

Table 3.2 summarizes the treatment objectives for the proposed new process equipment.

Table 3.2 – Treatment Objectives

Parameter Units Raw Water Treatment Objective

pH 7.9 7.9

TOC mg/L ~10.0 < 4.0

Turbidity NTU 1.0 <0.3 95% of the time

UV Disinfection 57% UVT

40 mJ/cm2 RED @ 1.0 L/s

UVT objective > 50%


15 | P a g e

4 Treatment Plant Technologies

The treatment process we are proposing is cartridge filtration with UV, similar to that we have employed atWilliam Lake and Opapiskaw Campground. The system is relatively easy to operate and maintain.

4.1 CARTRIDGE FILTRATION

Cartridge Filtration would consist of a series of stainless steel vessels that would stage micron size down to

1.0µm absolute in order to obtain the 3-log removal credit.

The staging of the cartridge filtration will be set up to increase the service life of the 1.0µm absolute filter

cartridge. Basic media filtration (sand roughing filters) would be placed upstream to address large particlesand silt loading.

Two carbon contactors will be incorporated (also as cartridge filters) for primary organics reduction. Nocoagulant will be used in this arrangement. The carbon block may need regular replacement in order tomaintain adequate organics removal rates. Figure 4.1 is a schematic of the cartridge filtration process.

Figure 4-1 – Cartridge Filtration Schematic

Hydro Tanks

Sodium Hypochlorite Feed

GAC Blend/By-Pass


16 | P a g e

4.2 ORGANICS REMOVAL

Following the filtration step there will be two granular activated carbon (GAC) contactors for organic carbon

adsorption. Some organics (20% - 30%) may be removed during the filtration process; however there couldstill be sufficient organics in the filtrate to create elevated disinfection by products after chlorination.

The GAC equipment will be equipped with a by-pass and pressure regulation in order to provide the abilityto send a portion of the water stream through the GAC. Having the flexibility to pass only a portion of theflow (50%-70%) through the GAC may extend the life of the carbon block.

Due to the elevated levels of organics in the source water, it is anticipated that the GAC carbon blockswould require replacement at the end of each season, or mid-way through the season under poor

conditions. Extra cartridges will be provided in the contract to allow three to four change outs. Thefrequency of replacement will be dictated by the blend rate through the contactors, where the blend rateitself will be dictated by the final UVT levels and the TTHM formation potential in the treated water.

4.3 ULTRAVIOLET DISINFECTION

Since the source is surface water, the treatment process will include UV for primary disinfection. There are

other options for primary disinfection like chlorine dioxide and ozone, but these are more complicatedsystems than UV and can be more costly and labour intensive to operate than UV.

UV is preferred provided that organics can be sufficiently reduced to achieve a minimum UVT of 50% forreliable operation and proper dosage.

The reactor will be rated to achieve 3-log inactivation of Giardia and Cryptosporidium; minimum 40 mJ/cm2

RED @ 1.0 L/s. The Hallett Upstream model is proposed; it is near identical to the NSF rated Crossfiremodel, but it can accommodate the lower UVT levels since we are not proposing to install OCR filters.

4.4 FINAL CHLORINATION

Following UV disinfection, the treated water will then be dosed with chlorine for residual disinfection. Twochemical feed pumps will be provided, one duty and one standby.


17 | P a g e

4.5 EQUIPMENT SELECTION

The proposed treatment rate is quite small; it is very close to a large residential system, or a small

commercial system. As a result, the proposed equipment will be “off the shelf” components that will beassembled by the contractor. All the equipment will be NSF Certified.

4.5.1 Multimedia Roughing Filters

The proposed filters will be structural poly glass vessels. Thevessels will be 350 mm diameter x 1.40 m tall.

Each tank will have a top mounted control valve for feed andbackwash control. Backwashing will be automated and can also be

manually initiated by the operator. The specified valves will be froma reputable supplier like Culligan, Fleck, or Clack, where spareparts will not become obsolete.

The filter will be equipped with a self- contained backwash pump toprovide the proper flows for effective backwashing.

4.5.2 Cartridge Filtration with GAC

Cartridge filtration units will be based on theHarmsco Hurricane 170 units. The intent of thelarger units is to provide more surface area in

order to prolong the filter life and reducereplacement frequency.

The final cartridge will be 1.0µm absolute in orderto obtain the 3-log credits. There will be threecartridge filters in sequence in order to prolong the

life of the more expensive 1.0µm absolutecartridge.

The typical arrangement will be 0.35 micron ->1.0µm absolute.

Following the 1.0µm absolute, two Hurricane 170cartridge vessels will be installed and fitted with acarbon block targeting organics removal. A GAC by-pass blend line with a paddlewheel flow meter will be

installed to balance the flow through the GAC to optimize TTHM reduction. If 100% of the flow through theGAC is not required, them the cartridge life can be extended.


18 | P a g e

4.5.3 Chlorine Feed Pumps

The proposed chemical feed pumps will be Grundfos DDA diaphragm dosing pumps. The selection of the

pump is based on the low feed rates, simplicity of operation and local support from suppliers. These modelsof pumps also have more inbuilt intelligence in order to mitigate against gas locking and loss of prime, andare also able to communicate with each to function in lead-lag-alternating duty.

Two pumps will be provided for full standby capability. They will be shelf mounted with a panel backboardwith valve control.

A short 80 L poly tank will be provided to batch chlorine to the required concentration. The tank will sit on aplastic spill containment pallet.

4.5.4 UV Reactor

The proposed UV system would be two Hallett Upstream unitsarranged in parallel operation.

The units are rated for 55 mJ/cm2 at 1.0 L/s and 50% UVT. Toaccommodate the low UVT levels, they are not NSF 55 certified, butare near identical to their certified reactors. Spare parts will be

provided with the contract.

A design consideration for these units is that they will run 24 hours per

day, even when the plant is not producing water. As frequent startstops would dramatically shorten the ballasts and lamps. The units aredesigned for this; however, provisions will need to be made for periodic

purging of the units if the water temperature in the reactors get over24oC. Each purge is approximately 8L of water; a hydro pneumatictank on the raw water side of the process will provide this purge water

while the treatment system is in stand-by mode.

The selection of this unit is also based on providing a model standard similar to what is installed in other

Parks campgrounds. The Hallett is relatively cost effective and supported locally in Winnipeg.

4.5.5 Distribution Pumps

The proposed distribution pumps are two (2) Goulds vertical multistagecentrifugal pumps; Model 10SV, 5 HP 208-230/3/60. Each pump is rated for3.0 L/s at 450 kPa (65 psi). The pumps are sized for 100% redundancy; one

duty and one standby in alternating operation.

Each pump will have an Aquavar variable frequency drive with a pressure

transducer on the distribution line. The drives will not only modulate flow


19 | P a g e

maintaining a set system pressure, but they are also required to convert the single phase power source tothe pumps. Along with the VFDs, we will likely need to supply line/load reactors to satisfy MB Hydro power

conditioning requirements.

Two smaller hydro pneumatic tanks will be provided on the distribution to accommodate some night time

flows and reduce pump starts.

4.6 HOLDING TANK

The drain waste from the plant will be directed to a new or existing holding tank forregular pump outs. The proposed new holding tank will be a 4,500L ball shapedfibreglass tank.The 100mm PVC drain line from the WTP will be shallow bury at

~600mm.

4.7 FILTER BACKWASH

The roughing filter backwash will roughly waste about 750 L for every 10,000 Lproduced under moderate turbidity conditions. However, it is proposed that this water be rejected back tothe River to eliminate the need to haul it off site.

The Harmsco filters do not require any backwashes, but will be drained for servicing. These drain lines willbe tied into the existing drain system as well.

4.8 CONTROLS AND INSTRUMENTATION

In general the control strategy will be kept simple. The treatment equipment will start and stop based on

water levels in the reservoir tanks. Tank float switches will be utilized. A flow control valve will be placed onthe process piping to control the treatment rate to 1.0 L/sec, and a magnetic flow meter will be installed tomonitor flow rate for chemical dosing. Flows to distribution will be monitored by a turbine meter for

totalizing.

As typical practice in these small Provincial Campgrounds, the system will

NOT dial out to an operator when it is in alarm. It will NOT sound an alarm,but will flash a strobe outside the building.

At minimum the system will monitor and locally display:· Low distribution pressure· Low water level in reservoir

· High water level in reservoir· UV alarm / Low UVT· Chlorine pump fault

· Holding tank high level alarm


20 | P a g e

· Low pressure in raw water supply· High pressure in raw water supply

· Equipment Fault (pumps)

The system should also have robustness for winter storage at low temperatures. However, some minimal

winter heat is recommended.

4.9 SUMMARY

At the proposed treatment rate of 1.0 L/sec, it does result in slightly more equipment than what wasinstalled at William Lake (0.5 L/sec) and Opapiskaw (0.75 L/s).

Since we do not have any metering data on actual water consumption, we are proposing to add oneadditional roughing filter vessel and one additional UV reactor. By adding these two additional pieces ofequipment, we can nearly double the treatment capacity of the WTP. The added equipment provides a

degree of safety in sizing, and flexibility to accommodate peaks and growth.

In place of an OCR filter, we are proposing to add an additional carbon block for additional organics

reduction capacity.

The following table lists the main treatment equipment and the number of units in each treatment step. It

demonstrates that with one filter offline, or one UV unit offline, the system can still meet the recommendedtreatment rate.

Table 4.1 – Major Equipment List

# of

Units Treatment UnitsPeak Treatment

Capacity

x2 Grundfos 25S50-26 Raw Water Pumps – 1.6 L/sec @ 70 psi for each pump ~3.0 L/sec @ 2 pumps

x3 Culligan Filters HE 1.5 DF-14 (350mm x 1300mm) @ 0.7 L/sec each Filter 2.1 L/sec

x3 Hurricane 170 – Poly Cartridges: 20 micron – 5 micron – 1 micron absolute 6.3 L/sec

x2 Hurricane 170 – Carbon Block 3.2 L/sec

x3 UV Upstream NC-50 – Non-NSF (50% UVT limit) @ 0.92 L/sec each reactor 2.7 L/sec

x2 Chlorine Feed - Alldos DDA Chlorine feed Pumps (paced off of flow) 7 L/hr each

x2 Goulds ESV-10S Distribution Pumps – 3.0 L/sec @ 65 psi for each pump ~5.0 L/sec @ 2 pumps

x2 200L Hydro pneumatic tanks (frp) -

x4 3,800L each poly storage tanks (Norwesco 40152) 11,400 L


21 | P a g e

5 Distribution System

As previously stated, there are currently two separate water systems, each with their own distributionsystem. The distribution systems are comprised of shallow bury HDPE pipe ranging in size from 50mm

down to 25mm.

With our objective of creating one WTP to service both systems, there are some challenges in connecting

the two systems. The following table highlights the major challenges and how we can address them.

Challenge Solution

The small diameter lines will cause notablerestrictions from the WTP site to the Campground

site due to distance.

We will need to add some new 50mm piping fromthe Helitac Base to the day use area. These new

lines increase the volume of water that can be sentto the campground area.

There is notable elevation drop from the WTP to theLakefront areas in the campground (15m = 21 psi) .

this can cause some higher pressures at the lowend of distribution.

Setting the pressure at the WTP to ~65 psi, resultsin pressures around 80-90 psi in the low areas. This

should be within acceptable limits of the pipe andfixtures. At the higher areas of the campground,pressures may be down to ~40 psi.

The systems are not currently connected. The areabetween the systems is either open water orbedrock. Crossing the Grass River is a deep

bedrock channel, it would be difficult to secure awater line along the ground profile.

We looked at crossing the Bay or crossing the Riveralong a suspension bridge. From our site visit, itappears much simpler (and shorter distance) to

suspend the new 75mm line to the campgroundfrom a suspension bridge.

Bedrock outcrops will prevent sections of pipe frombeing buried.

Parts of the existing system appear to be surface

run (also inside a culvert across PTH 392). So itmay be acceptable to have these sections of pipeexposed. In areas with traffic, we should consider

sleeving the pipe for protection.

The local Park staff had indicated that they do have the forces that could trench in the new lines. However,

we should discuss if this is feasible or should it just be made part of the Contract at a unit price per metre.


22 | P a g e

Because we are connecting two separate distributions systems together, we had to conduct somepreliminary water modelling of the system based on estimated elevations and pipe line sizes. The water

modeling results were to determine the size of the water line to interconnect the two systems and also theimpacts of adding the campground demand flows through the existing 50mm pipeline in the Helitac Base.

The following Figures are summaries of the modelling results that show that we need to twin nearly 500m of50mm water lines in the Helitac Base to accommodate the campground demands. Without this twinningthere is such a bottleneck in the one 50mm line that pressures would only be around 20-30 psi in the entire

system.


23 | P a g e

Figure 5-1 – Node Elevations and Pipe Sizes

Figure 5-1 shows the existing distribution

systems. Each node is labelled with thegeodetic elevation and each pipe is labelledwith the respective pipe size.

500m of New 50mm Piping toaccommodate campground

flows (twin existing). Withoutthis new line, pressures could

be 20-30 psi in most of thesystem.

460m of New 75mm Piping toconnect two systems

Cross along bridge

End of Line. Thisnode could have

elevated TTHMs ifnot regularly used

or flushed.


24 | P a g e

Figure 5-2 – Node Pressure and Pipe Flows

Figure 5-2 shows the existing distributionsystems. Each node is labelled with thedynamic pressure (in psi) for the given flowscenario (peak hour + 20%). 3.6 L/sec (58 GPM) Leaving

WTP at 62 psi

Pressures in Helitac Base~60-50 psi

(With line twinning)

Pressures in Day Use Area ~60-50 psi

(With line twinning)

Pressures in Day Use Area ~40-50 psi under heavy flow.It would be 50-60 psi under

low flow conditions.

Pressures in HigherCampground elevations

may be under 30 psi.Not much of an issuesince this is the RV

dump location.

HOWEVER, it is criticalto have vacuum breakson these water supply

lines; a water line breakat the lower elevationscan create a siphon at

this location.Considering that thesehoses may be placed inthe RV septic tanks; it

becomes acontamination concern.


25 | P a g e

6 Opinion of Probable Costs

The following is a preliminary opinion of probable construction costs based on budget pricing from thesuppliers and contractor discussions. A Northern factor has been incorporated into the values.

Table 6.1 – Major Equipment List

Item Budget

New Raw Water Intake - (Pumps, Screen, Vessel, Piping to WTP) $20,000

New Treatment Equipment Supply - (filters, cartridge filters, UV, chlorine, controls) $50,000

New Distribution Pumping - (pumps, VFDs, Harmonic guards, reactors, tanks, fittings) $25,000

Storage Tanks - (4 x 1,000 gal Poly Tanks) $8,000

Process Mechanical – (Equipment Install) $125,000

Mechanical - (HVAC Supply Install, includes dehumidifier) $25,000

Lab Counter and Supplies - (includes testing equipment) $6,000

Air Blow-out System - (Compressor and Tank) $2,000

Electrical - (Supply and Install Power, Lighting, Distribution, Instruments) $50,000

Electrical Control Panel - (Control Treatment and Alarms) $25,000

Civil Works - Piping and Holding Tank $15,000

Civil Works – (1,000m of new pipelines @ $35/m) $35,000

Civil Works – (End Connections and bridge supports) $15,000

Commissioning $10,000

Extra Site Trips - (start up / shut downs) $10,000

Sub-total $421,000

Northern Allowance (25%) $100,000

Contingency $35,000

TOTAL $556,000


26 | P a g e

The following is a preliminary opinion of annual operational costs based on selected equipment and usagerates. It is considered that the treatment equipment will operate only five to six months of the year.

Item Annual Budget

Media Replacement for Filters

Sand filter media typically replaced every five years at ~$250.Annual filter cartridge allowance at ~$900 $1,000

Treatment Chemicals

Sodium Hypochlorite $100

Miscellaneous Consumables

UV LampsPump maintenance kitsChemical feed pump maintenance kits $250

Sub-total $1,350.00

Typical cartridge filtration prices for Hurricane 170 Housing:

Cartridge Type Model # PricePolypleat 1 Micron Absolute Filter PP-HC-170-1 $350Carbon Filter with 5 Micron Prefilter HC/170-AC-5 $300

0.35 Micron - Pleated Polyester Cartridge HC/170-0.35 $2001 Micron - Pleated Polyester Cartridge HC/170-1 $175

10-150 Micron - Pleated Polyester Cartridge HC/170-(10-150) $150


27

PERMIT STAMP

7 Closure

This report was prepared for the Manitoba Conservation and The The Manitoba Water Services Board toprovide a design summary for a new WTP facility at the Wekusko Falls Helitac Base and Campground.

The services provided by Associated Engineering (Sask.) Ltd. Ltd. in the preparation of this report wereconducted in a manner consistent with the level of skill ordinarily exercised by members of the profession

currently practicing under similar conditions. No other warranty expressed or implied is made.

Respectfully submitted,Associated Engineering (Sask.) Ltd. Ltd.

Ken Anderson, P.Eng.Manager, Water


C-3

Appendix C – Raw Water Quality

ALS ENVIRONMENTAL ANALYTICAL REPORT

L1708240 CONTD....

2PAGE

Result D.L. Units Extracted AnalyzedSample Details/Parameters

of

WEKUSKO FALLS

Qualifier* Batch

* Refer to Referenced Information for Qualifiers (if any) and Methodology.

Version: FINAL5

L1708240-1 SURFACE WATER

SJW on 28-NOV-15 @ 17:00Sampled By:

Water

MB Conservation test 72D

Transmittance, UV (254 nm)

Bicarbonate (HCO3)

Carbonate (CO3)

Hydroxide (OH)

Ammonia, Total (as N)

Chloride (Cl)

Colour, True

Conductivity

Fluoride (F)

Hardness (as CaCO3)

Cation - Anion Balance

Anion Sum

Cation Sum

Langelier Index (4 C)


Nitrate (as N)

Nitrate and Nitrite as N

Nitrite (as N)

Sulfate (SO4)

Alkalinity, Total (as CaCO3)

Total Carbon

Total Dissolved Solids

Total Inorganic Carbon

Total Kjeldahl Nitrogen

Aluminum (Al)-Total

Antimony (Sb)-TotalArsenic (As)-Total

Barium (Ba)-TotalBeryllium (Be)-Total

% T

mg/L

mg/L

mg/L

mg/L

mg/L

CU

umhos/cm

mg/L

mg/L

%

me/L

me/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/Lmg/L

mg/Lmg/L

08-DEC-15

02-DEC-15

02-DEC-1502-DEC-15

02-DEC-1502-DEC-15

30-NOV-15

04-DEC-15

04-DEC-15

04-DEC-15

30-NOV-15

30-NOV-15

30-NOV-15

03-DEC-15

30-NOV-15

03-DEC-15

04-DEC-15

04-DEC-15

04-DEC-15

04-DEC-15

04-DEC-15

30-NOV-15

01-DEC-15

30-NOV-15

30-NOV-15

03-DEC-15

14-DEC-15

01-DEC-15

09-DEC-15

08-DEC-15

02-DEC-15

02-DEC-1502-DEC-1502-DEC-15

02-DEC-15

57.7

89.5

<0.60

<0.34

0.016

6.19

15.3

168

0.070

81.3

2.6

1.72

1.81

-0.55

0.23

<0.020

<0.070

<0.010

3.62

73.4

23.0

98.8

12.7

0.59

0.0162

<0.00020

0.000620.00991

<0.00020

% Transmittance by Spectrometry

Alkalinity, Bicarbonate

Alkalinity, Carbonate

Alkalinity, Hydroxide

Ammonia by colour

Chloride in Water by IC

Colour, True

Conductivity

Fluoride in Water by IC

Hardness Calculated

Ion Balance Calculation

Langelier Index 4C

Langelier Index 60C

Nitrate in Water by IC

Nitrate+Nitrite

Nitrite in Water by IC

Sulfate in Water by IC

Total Alkalinity as CaCO3

Total Carbon by Calculation

Total Dissolved Solids (TDS)

Total Inorganic Carbon by Combustion

Total Kjeldahl Nitrogen

Total Metals by ICP-MS

1.0

1.2

0.60

0.34

0.010

0.50

5.0

1.0

0.020

0.30

0.020

0.070

0.010

0.30

1.0

1.0

6.0

0.50

0.20

0.0050

0.00020

0.000200.000200.00020

Matrix:

R3323579

R3322988

R3323247

R3323156

R3325173

R3323247

R3323247

R3323247

R3323247

R3325173

R3327348

R3328121

R3327204

R3324140

R3324140R3324140

R3324140R3324140

ALS ENVIRONMENTAL ANALYTICAL REPORT

L1708240 CONTD....

3PAGE

Result D.L. Units Extracted AnalyzedSample Details/Parameters

of

WEKUSKO FALLS

Qualifier* Batch

* Refer to Referenced Information for Qualifiers (if any) and Methodology.

Version: FINAL5

L1708240-1 SURFACE WATER

SJW on 28-NOV-15 @ 17:00Sampled By:

Water

Bismuth (Bi)-TotalBoron (B)-Total

Cadmium (Cd)-TotalCalcium (Ca)-TotalCesium (Cs)-TotalChromium (Cr)-Total

Cobalt (Co)-TotalCopper (Cu)-TotalIron (Fe)-TotalLead (Pb)-Total

Lithium (Li)-Total

Magnesium (Mg)-Total

Manganese (Mn)-Total

Molybdenum (Mo)-Total

Nickel (Ni)-Total

Phosphorus (P)-Total

Potassium (K)-Total

Rubidium (Rb)-Total

Selenium (Se)-Total

Silicon (Si)-Total

Silver (Ag)-Total

Sodium (Na)-Total

Strontium (Sr)-Total

Tellurium (Te)-Total

Thallium (Tl)-Total

Thorium (Th)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

Tungsten (W)-Total

Uranium (U)-Total

Vanadium (V)-TotalZinc (Zn)-TotalZirconium (Zr)-Total

Total Organic Carbon

Turbidity

pH

mg/Lmg/Lmg/Lmg/L

mg/Lmg/Lmg/Lmg/L

mg/Lmg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/Lmg/L

mg/L

mg/L

mg/L

NTU

pH units

02-DEC-1502-DEC-1502-DEC-1502-DEC-15

02-DEC-1502-DEC-1502-DEC-1502-DEC-15

02-DEC-1502-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-1502-DEC-15

02-DEC-15

02-DEC-15

02-DEC-1502-DEC-1502-DEC-1502-DEC-15

02-DEC-1502-DEC-1502-DEC-1502-DEC-15

02-DEC-1502-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-15

02-DEC-1502-DEC-15

02-DEC-15

02-DEC-15

09-DEC-15

30-NOV-15

03-DEC-15

<0.000200.011

<0.00001019.2

<0.00010<0.0010<0.000200.00107

0.025<0.000090

0.0030

8.12

0.00553

<0.00020

<0.0020

<0.10

1.25

0.00127

<0.0010

1.22

<0.00010

3.54

0.0577

<0.00020

<0.00010

<0.00010

<0.00020

0.00052

<0.00010

<0.000100.00020

0.0023

<0.00040

10.3

0.72

7.90

Total Metals by ICP-MS

Total Organic Carbon by Combustion

Turbidity

pH

0.000200.010

0.0000100.10

0.000100.00100.000200.00020

0.0100.000090

0.0020

0.010

0.00030

0.00020

0.0020

0.10

0.020

0.00020

0.0010

0.10

0.00010

0.030

0.00010

0.00020

0.00010

0.00010

0.00020

0.00050

0.00010

0.00010

0.000200.0020

0.00040

0.50

0.10

0.10

Matrix:

R3324140R3324140R3324140R3324140

R3324140R3324140R3324140R3324140

R3324140R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140

R3324140R3324140

R3324140

R3327856

R3323881

R3325173

20-JUL-11 11:47 (MT)ANALYTICAL REPORT

L1028527 CONTD....

2PAGE of

Analytical result for this parameter exceeds Guide Limit listed on this report.Detection Limit for result exceeds Guide Limit. Assessment against Guide Limit cannot be made.

6

Colour, True

Conductivity



pH




Ammonia as N

Bicarbonate (HCO3)

Carbonate (CO3)

Chloride

Fluoride

Hardness (as CaCO3)

Hydroxide (OH)

Ion Balance


Nitrate-N

Nitrite-N

TDS (Calculated)

Sulfate

Total Carbon



L1028527-1

L1028527-1

L1028527-1

ALS ID

ALS ID

ALS ID

WEKUSKO DAYUSE 2 -

TREATED

WEKUSKO DAYUSE 2 -

TREATED

WEKUSKO DAYUSE 2 -

TREATED

Sample ID

Sample ID

Sample ID

07-JUL-11

07-JUL-11

07-JUL-11

Sampled Date

Sampled Date

Sampled Date

10:30

10:30

10:30

Sampled Time

Sampled Time

Sampled Time

15

-

-

-

6.5-8.5

500

-

-

-

-

-

250

-

-

-

-

-

-

-

500

500

-

-

-

Analyte

Analyte

Analyte

Unit

Unit

Unit

CU

umhos/cm

No Unit

No Unit

pH units

mg/L

% T

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

%

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

Physical Tests (WATER)

Anions and Nutrients (WATER)

Organic / Inorganic Carbon (WATER)

GuideLimit #1

GuideLimit #1

GuideLimit #1

GuideLimit #2

GuideLimit #2

GuideLimit #2

-

-

-

-

-

-

-

-

-

-

-

-

1.5

-

-

-

10

10

1

-

-

-

-

-

Federal Guidelines for Canadian Drinking Water Quality (JUN, 2008)#1: GCDWQ - Aesthetic Objective#2: GCDWQ - Maximum and Interim Maximum Acceptable Concentrations



5.9

171

-0.23

0.54

8.23

108

64.3

79.4

0.070

96.8

<0.60

8.28

0.076

79.8

<0.40

101

<0.0051

<0.0050

<0.0010

93.1

3.22

27.6

16.8

10.7


L1028527 CONTD....

3PAGE of


6

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Barium (Ba)-Total

Beryllium (Be)-Total

Bismuth (Bi)-Total

Boron (B)-Total

Cadmium (Cd)-Total

Calcium (Ca)-Total

Cesium (Cs)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Iron (Fe)-Total

Lead (Pb)-Total

Lithium (Li)-Total




Nickel (Ni)-Total


Potassium (K)-Total

Rubidium (Rb)-Total

Selenium (Se)-Total

Silicon (Si)-Total

Silver (Ag)-Total

Sodium (Na)-Total



Thallium (Tl)-Total

Thorium (Th)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

L1028527-1ALS ID

WEKUSKO DAYUSE 2 -

TREATED

Sample ID

07-JUL-11Sampled Date10:30Sampled Time

0.1

-

-

-

-

-

-

-

-

-

-

-

1

0.3

-

-

-

0.05

-

-

-

-

-

-

-

-

200

-

-

-

-

-

-

GuideLimit #1Analyte Unit

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

Total Metals (WATER)

GuideLimit #2

-

0.006

0.01

1

-

-

5

0.005

-

-

0.05

-

-

-

0.01

-

-

-

-

-

-

-

-

0.01

-

-

-

-

-

-

-

-

-


0.0419

<0.00020

0.00065

0.0119

<0.00020

<0.00020

0.011

<0.000010

17.5

<0.00010

<0.0010

<0.00020

0.00797

<0.10

0.000381

0.0035

8.76

0.0108

<0.00020

<0.0020

<0.20

1.23

0.00122

<0.0010

0.916

<0.00010

6.42

0.0484

<0.00020

<0.00010

<0.00010

<0.00020

0.00180


L1028527 CONTD....

4PAGE of


6

Tungsten (W)-Total

Uranium (U)-Total

Vanadium (V)-Total

Zinc (Zn)-Total

Zirconium (Zr)-Total

L1028527-1ALS ID

WEKUSKO DAYUSE 2 -

TREATED

Sample ID


-

-

-

5

-


mg/L

mg/L

mg/L

mg/L

mg/L


GuideLimit #2

-

0.02

-

-

-


<0.0010

<0.00010

0.00023

0.0133

<0.00040


L1028531 CONTD....

2PAGE of


6

Colour, True

Conductivity



pH




Ammonia as N

Bicarbonate (HCO3)

Bromide (Br)

Carbonate (CO3)

Chloride

Fluoride

Hardness (as CaCO3)

Hydroxide (OH)

Ion Balance


Nitrate-N

Nitrite-N

TDS (Calculated)

Sulfate

Total Carbon



L1028531-1

L1028531-1

L1028531-1

ALS ID

ALS ID

ALS ID

WEKUSKOCAMPGROUND

2 - TREATED

WEKUSKOCAMPGROUND

2 - TREATED

WEKUSKOCAMPGROUND

2 - TREATED

Sample ID

Sample ID

Sample ID

07-JUL-11

07-JUL-11

07-JUL-11

Sampled Date

Sampled Date

Sampled Date

10:20

10:20

10:20

Sampled Time

Sampled Time

Sampled Time

15

-

-

-

6.5-8.5

500

-

-

-

-

-

-

250

-

-

-

-

-

-

-

500

500

-

-

-

Analyte

Analyte

Analyte

Unit

Unit

Unit

CU

umhos/cm

No Unit

No Unit

pH units

mg/L

% T

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

%

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

Physical Tests (WATER)

Anions and Nutrients (WATER)

Organic / Inorganic Carbon (WATER)

GuideLimit #1

GuideLimit #1

GuideLimit #1

GuideLimit #2

GuideLimit #2

GuideLimit #2

-

-

-

-

-

-

-

-

-

-

-

-

-

1.5

-

-

-

10

10

1

-

-

-

-

-




5.0

171

-0.59

0.19

7.84

102

64.4

77.8

0.041

94.9

<0.10

<0.60

8.22

0.071

83.4

<0.40

107

0.0067

0.0067

<0.0010

95.3

4.11

27.5

17.8

9.7


L1028531 CONTD....

3PAGE of


6

Aluminum (Al)-Total

Antimony (Sb)-Total

Arsenic (As)-Total

Barium (Ba)-Total

Beryllium (Be)-Total

Bismuth (Bi)-Total

Boron (B)-Total

Cadmium (Cd)-Total

Calcium (Ca)-Total

Cesium (Cs)-Total

Chromium (Cr)-Total

Cobalt (Co)-Total

Copper (Cu)-Total

Iron (Fe)-Total

Lead (Pb)-Total

Lithium (Li)-Total




Nickel (Ni)-Total


Potassium (K)-Total

Rubidium (Rb)-Total

Selenium (Se)-Total

Silicon (Si)-Total

Silver (Ag)-Total

Sodium (Na)-Total



Thallium (Tl)-Total

Thorium (Th)-Total

Tin (Sn)-Total

Titanium (Ti)-Total

L1028531-1ALS ID

WEKUSKOCAMPGROUND

2 - TREATED

Sample ID


0.1

-

-

-

-

-

-

-

-

-

-

-

1

0.3

-

-

-

0.05

-

-

-

-

-

-

-

-

200

-

-

-

-

-

-


mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L

mg/L


GuideLimit #2

-

0.006

0.01

1

-

-

5

0.005

-

-

0.05

-

-

-

0.01

-

-

-

-

-

-

-

-

0.01

-

-

-

-

-

-

-

-

-


0.114

<0.00020

0.00105

0.0134

<0.00020

<0.00020

0.011

<0.000010

19.1

<0.00010

<0.0010

<0.00020

0.00472

0.16

0.000325

0.0031

8.68

0.0415

<0.00020

<0.0020

<0.20

1.35

0.00126

<0.0010

1.19

<0.00010

7.08

0.0484

<0.00020

<0.00010

<0.00010

<0.00020

0.00461


L1028531 CONTD....

4PAGE of


6

Tungsten (W)-Total

Uranium (U)-Total

Vanadium (V)-Total

Zinc (Zn)-Total

Zirconium (Zr)-Total

L1028531-1ALS ID

WEKUSKOCAMPGROUND

2 - TREATED

Sample ID


-

-

-

5

-


mg/L

mg/L

mg/L

mg/L

mg/L


GuideLimit #2

-

0.02

-

-

-


<0.0010

<0.00010

0.00038

0.0156

<0.00040

ENVIRONMENT ACT PROPOSAL - Province of Manitoba

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