Tiger Tote Road ESCP - Tiger Tote...ATAC Resources Ltd. Erosion and Sediment Control Plan Tote Road,...

Tetra Tech Inc.#1 - 4376 Boban Drive

Nanaimo, BC V9T 6A7 CANADATel 250.756.2256 Fax 250.756.2686

PRESENTED TO

ATAC Resources Ltd.

Erosion and Sediment Control Plan Tote Road, Hanson Lake Road to Tiger Deposit, YT

NOVEMBER 14, 2016 – REVISION 1 ISSUED FOR USE FILE: W14103702-01

TIGER TOTE ROAD ESCP

FILE: W14103702-01 | NOVEMBER 14, 2016 – REVISION 1 | ISSUED FOR USE

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Tiger Tote Road ESCP.docx

TABLE OF CONTENTS

1.0 INTRODUCTION .......................................................................................................................... 1

1.1 Project Location and Description ........................................................................................................... 1

1.2 Project Schedule .................................................................................................................................... 3

2.0 REGULATORY GUIDELINES ............................. ......................................................................... 3

3.0 SITE DESCRIPTION .................................................................................................................... 4

3.1 Surficial Geology and Soils .................................................................................................................... 4

3.2 Slope and Drainage ............................................................................................................................... 5

3.3 Vegetation .............................................................................................................................................. 5

3.4 Watercourses ......................................................................................................................................... 5

4.0 ENVIRONMENTAL MONITORING .......................... .................................................................... 5

4.1 Frequency of Monitoring ........................................................................................................................ 5

4.2 Monitoring Plan and Thresholds ............................................................................................................ 6

4.3 Inspection Report Documentation ......................................................................................................... 6

5.0 COMMUNICATION PLAN ................................ ............................................................................ 7

6.0 EROSION AND SEDIMENT CONTROL PLAN ................. ........................................................... 7

6.1 Purpose .................................................................................................................................................. 7

6.2 Risk ........................................................................................................................................................ 7

6.3 Best Management Practices .................................................................................................................. 8

6.3.1 General Measures .................................................................................................................... 8

6.4 Water Management Measures .............................................................................................................. 9

6.5 Erosion Control Measures ................................................................................................................... 10

6.5.1 Vegetation Retention and Planting ......................................................................................... 10

6.5.2 Minimize Soil Exposure .......................................................................................................... 10

6.5.3 Polyethylene Sheeting or Rolled Erosion Control Products ................................................... 11

6.5.4 Mulching.................................................................................................................................. 11

6.5.5 Straw Bales, Wattles or Fiber Rolls ........................................................................................ 11

6.5.6 Rip Rap Armouring ................................................................................................................. 11

6.6 Sediment Control Measures ................................................................................................................ 12

6.6.1 Riparian Zone Preservation .................................................................................................... 12

6.6.2 Slope Texturing ....................................................................................................................... 12

6.6.3 Silt Fencing ............................................................................................................................. 12

7.0 MAINTENANCE AND REMOVAL OF MEASURES ............... .................................................... 15

8.0 EMERGENCY RESPONSE AND CONTINGENCY PLANNING ....... .......................................... 15

9.0 CLOSURE .................................................................................................................................. 16

REFERENCES .................................................................................................................................... 17



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FIGURES

Figure 1 Project Area

Figure 2 Watercourse Crossings (A) Figure 3 Watercourse Crossings (B) Figure 4 Terrain Mapping (A) Figure 5 Terrain Mapping (B) Figure 6 Potential ESC Measures and Placement

APPENDICES

Appendix A Appendix B

Tetra Tech’s General Conditions

Crossing Data



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LIMITATIONS OF REPORT

This report and its contents are intended for the sole use of ATAC Resources Ltd. and their agents. Tetra Tech EBA Inc. (Tetra Tech) does not accept any responsibility for the accuracy of any of the data, the analysis, or the recommendations contained or referenced in the report when the report is used or relied upon by any Party other than ATAC Resources Ltd., or for any Project other than the proposed development at the subject site. Any such unauthorized use of this report is at the sole risk of the user. Use of this report is subject to the terms and conditions stated in Tetra Tech’s Services Agreement. Tetra Tech’s General Conditions are provided in Appendix A of this report.



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Tiger Tote Road ESCP - Revision 1

1.0 INTRODUCTION

Tetra Tech EBA Inc. (Tetra Tech), under the auspices of NelpCO, has been retained by ATAC Resources Ltd.

(ATAC) to provide an Erosion and Sediment Control Plan (ESCP) for works conducted in and about watercourses

during the construction of a tote road to the Tiger Project on its Rau property (“Project”). This ESCP is provided to

meet the information request of the Yukon Environmental and Socio-economic Assessment Board (YESAB).

1.1 Project Location and Description

The tote road includes the construction of a 65 km long, single lane, radio-controlled road that will utilize

approximately 14 km of the existing Wind River Trail winter road and 52 km along new terrain, primarily through the

Rankin Creek Valley (Figure 1). The tote road will require crossing multiple watercourses along the proposed

alignment.

Project works include installation of crossing structures at the watercourse crossing locations (Table 1). Two

crossing structure types will be utilized: culverts and bridges. Corrugated steel pipe (CSP) culverts comprise the

majority of crossing structures as most of the watercourses are small, headwater tributaries with widths less than

3 m. Where watercourses are greater than 3 m bridge structures will be installed.

Kilometer 0 of the tote road is located approximately 10 km northeast of Keno City, YT at approximately

484098.61 m E and 7098378.78 m N, zone 8W. It is accessed via the existing Hanson Lake Road. The proposed

alignment runs east-west south of Ladue Lake and follows the north side of Keno Ladue Creek to approximately

km 18 where it turns north-south along the west side of Rankin Creek, between Clark Lakes and Scougale Lakes

to approximately km 49. Here it again runs east-west on the north side of the Beaver River to the Tiger Deposit at

km 65. Figures 2 and 3 illustrate the proposed road alignment and the watercourse crossing locations.

Table 1: Crossing Locations and Structure Type

Crossing ID

Location

(UTM Zone 8)

CrossingStructure Crossing ID

Location

(UTM Zone 8)

CrossingStructure

4.1488453.00 m E

7097112.00 m N

Single spanbridge 44.1

510950.55 m E7118143.69 m N

Closed bottomculvert

7.1490690.88 m E

7096593.47 m N

Single span

bridge 44.2510979.25 m E

7118316.54 m N

Closed bottom

culvert

8.1491499.29 m E

7096247.64 m N

Closed bottom

culvert 45.1511063.46 m E

7118497.20 m N

Closed bottom

culvert

11.1494367.72 m E

7096212.43 m N

Closed bottom

culvert 45.2511428.58 m E

7119061.95 m N

Closed bottom

culvert

12.1a495502.80 m E

7096460.49 m N

Closed bottom

culvert 45.3511616.05 m E

7119217.61 m N

Closed bottom

culvert

12.1b495502.80 m E

7096460.49 m N

Closed bottom

culvert 46.1511973.91 m E

7119389.65 m N

Closed bottom

culvert

13.1496245.00 m E

7096628.00 m N

Closed bottom

culvert 46.2512042.76 m E

7119590.43 m N

Closed bottom

culvert

15.1498442.86 m E

7097019.85 m N

Closed bottom

culvert 49.1513456.67 m E

7121337.41 m N

Single span

bridge



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Table 1: Crossing Locations and Structure Type

Crossing ID Location

(UTM Zone 8) Crossing Structure Crossing ID

Location (UTM Zone 8)

Crossing Structure

15.2

498819.81 m E

7097101.10 m N

Closed bottom

culvert 50.1

514008.00 m E

7120658.00 m N

Multi-span (2)

bridge

17.1

499897.56 m E

7097826.38 m N

Closed bottom

culvert 51.1

515275.00 m E

7119910.00 m N

Closed bottom

culvert

17.2

500316.91 m E

7098127.60 m N

Closed bottom

culvert 52.1

515738.00 m E

7119798.00 m N

Closed bottom

culvert

19.1

501618.00 m E

7099476.00 m N

Single span

bridge 53.1

516500.00 m E

7119412.00 m N

Closed bottom

culvert

23.1

503743.63 m E

7102472.94 m N

Closed bottom

culvert 55.1

518668.48 m E

7120027.92 m N

Closed bottom

culvert

25.1

504153.00 m E

7104440.00 m N

Closed bottom

culvert 55.2

519126.30 m E

7120029.70 m N

Closed bottom

culvert

26.1

503788.00 m E

7105313.00 m N

Single span

bridge 56.1

519366.13 m E

7120012.83 m N

Closed bottom

culvert

27.1

503961.45 m E

7106201.70 m N

Closed bottom

culvert 56.2

520298.64 m E

7119910.58 m N

Closed bottom

culvert

34.1

505465.00 m E

7111871.00 m N

Single span

bridge 57.1

520547.95 m E

7119858.76 m N

Closed bottom

culvert

34.2

505740.06 m E

7111971.68 m N

Single span

bridge 57.2

520732.14 m E

7119819.38 m N

Closed bottom

culvert

36.1

506830.00 m E

7112607.00 m N

Closed bottom

culvert 57.3

521200.18 m E

7119665.21 m N

Closed bottom

culvert

36.2

507351.00 m E

7112981.00 m N

Closed bottom

culvert 59.1

522156.85 m E

7119030.49 m N

Closed bottom

culvert

38.1

509003.46 m E

7113241.58 m N

Closed bottom

culvert 59.2

522636.95 m E

7118724.99 m N

Closed bottom

culvert

40.1

509984.24 m E

7113990.91 m N

Closed bottom

culvert 60.1

523704.85 m E

7118202.97 m N

Closed bottom

culvert

41.1

510624.00 m E

7115299.00 m N

Closed bottom

culvert 61.1

524443.54 m E

7118110.11 m N

Closed bottom

culvert

43.1

510854.11 m E

7117339.66 m N

Closed bottom

culvert

Relevant details of each crossing location are included in Appendix B.

Project activities that may cause erosion or sedimentation at a watercourse crossing location include:

� Clearing, grubbing and topsoil stripping during site preparation; and



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� Soil disturbances during installation of crossing structure (both below the high water mark and in adjacent riparian zone).

1.2 Project Schedule

This section should be updated as soon as construction start/end dates and seasonal information are known.

The Project is in planning stage, and is subject to completion of permitting activities. Because of the scale of the Project, year-round construction over two to three years is anticipated. The schedule provided is a preliminary estimation only. The start time is unspecified as it will be dependent upon the successful completion of permitting. It is expected that the successful contractor will provide a detailed schedule, as will be required in the tender documents.

Table 2: Potential Road Construction Schedule

Construction Season Description of Work

Winter Year 1

Mid November to end of April

Tote Road construction, freeze down wet areas, clear/grub, access to bridge sites, crushing setup at Clark Lakes / Beaver River / Hanson Lakes for binwall material / culvert bedding / surfacing gravel, bridge construction and thin embankment construction at wet areas.

Summer Year 1

May to October

Ensure Tote Road is trafficable, develop borrow sources, stripping, embankment construction, and culvert installations.

Winter Year 2 No construction

Summer Year 2

May to August

Finish off embankment construction / Culvert installation if required, regrade and prep embankment for gravel, place surfacing gravel, slope stripping piles, pit reclamation.

2.0 REGULATORY GUIDELINES

Tetra Tech’s recommendations are based on the following guiding documents and regulations:

� Best Management Practices for Works Affecting Water in Yukon - Government of Yukon (2011).

� Canadian Water Quality Guidelines for the Protection of Aquatic Habitat: Total Particulate Matter. Canadian Council of Ministers of the Environment (CCME) (2002).

� Fisheries Act R.S.C. 1985, c. F-15. Last amended November 25, 2013.

� Fish Stream Crossing Guidebook – BC Ministry of Forestry, Lands and Natural Resource Operations (MFLNRO), BC Ministry of Environment (MOE) and Fisheries and Oceans Canada (DFO) (2012).

� Habitat Conservation and Protection Guidelines - Department of Fisheries and Oceans Canada (DFO) (1998).

� Land Development Guidelines for the Protection of Aquatic Habitat - DFO and Ministry of Environment and Lands and Parks (MELP) (1993).

� Northern Land Use Guidelines, Access: Roads and Trails - Indian and Northern Affairs Canada (INAC) (2010).

Since the primary objective of the ESCP is to minimize the potential for sediment mobilization to a watercourse, the following water quality guidelines are applicable to the Project:



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Table 3: Water Quality Guidelines For Total Particu late Matter For The Protection Of Aquatic Life (CCME, 2002)

Suspended Sediments

Clear Flow Maximum increase of 25 mg⋅L-1 from background levels for any short-term exposure (e.g., 24-h period). Maximum average increase of 5 mg/L from background levels for longer term

exposures (e.g., inputs lasting between 24 h and 30 d).

High Flow Maximum increase of 25 mg⋅L-1 from background levels at any time when background levels are between 25 and 250 mg⋅L-1. Should not increase more than 10% of background levels

when background is >250 mg/L.

Turbidity

Clear Flow Maximum increase of 8 NTUs from background levels for a short-term exposure

(e.g., 24-h period). Maximum average increase of 2 NTUs from background levels for a longer term exposure (e.g., 30-d period).

High Flow or Turbid Waters Maximum increase of 8 NTUs from background levels at any one time when background levels are between 8 and 80 NTUs. Should not increase more than 10% of background levels when

background is >80 NTUs.

TSS is not typically measured in the field as it requires filtering the water sample and weighing the resulting solids. Often turbidity is used as a field measurement to roughly correlate TSS levels.

Measuring the amount of sediment in water leaving a site is typically a primary concern in ESCPs and establishing a background level of receiving waters is necessary to ensure that guidelines are not exceeded. Tetra Tech recommends establishing a background turbidity level of each watercourse prior to the start of any construction activities.

3.0 SITE DESCRIPTION

3.1 Surficial Geology and Soils

Detailed soil mapping is absent for the Project area and the nearest reconnaissance surveys are limited to the area around Mayo. Terrain mapping indicates four types of surficial materials, with various expressions, along the tote road (Province of British Columbia, 1997):

Colluvium (C) - Generally consist of massive to moderately well-stratified, non-sorted to poorly-sorted sediments with any range of particle sizes from clay to boulders and blocks. The character of any particular colluvial deposit depends upon the nature of the material from which it was derived and the specific process whereby it was deposited.

Fluvial (F) - Deposits generally consist of gravel and/or sand, and/or silt (and rarely, clay). Gravels are typically rounded and contain interstitial sand. Fluvial sediments are commonly moderately- to well-sorted, and display stratification, although massive, non-sorted fluvial deposits do occur.

Glaciofluvial (FG) - Glaciofluvial materials typically range from non-sorted and non-bedded gravel made up of a wide range of particle sizes, such as that resulting from very rapid aggradation at an ice front, to moderately- to well-sorted, stratified gravel; flow tills may occur in some deposits. Slump structures and/or their equivalent topographic expression, such as hummocky or irregular terrain may be present. These features are indicative of collapse of the material due to melting of supporting ice. Kettles may occur on the surface of these deposits; they result from the melting of buried or partially buried ice.



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Till (M) - Morainal material can be transported beneath, beside, on, within and in front of a glacier. The mineralogical, textural, structural and topographic characteristics of till deposits are highly variable and depend upon both the source of material incorporated by the glacier and the mode of deposition. In general, till consists of well-compacted to non-compacted material that is non-stratified and contains a heterogeneous mixture of particle sizes, often in a matrix of sand, silt and clay.

The surficial geology present at each crossing is available in Appendix B and on Figures 4 and 5. Although variable at each crossing location, surficial geology of the Project area is generally dominated by fine grain sediments (i.e., silt and sand) with varying components of gravels, cobbles and boulders. Soil erodibility increases as soil particle size decreases. Therefore, the likelihood of erosion and sediment mobilization is greater in areas where coarse sediments are absent.

3.2 Slope and Drainage

A major factor in erosion and sediment control is slope length and steepness. Soil erodibility increases with slope gradient. Slopes of 0-7% are considered to have low erosion potential, slopes between 8 and 15% have moderate erosion potential and slopes of >15% are considered to have a high erosion potential (Prince George’s County Maryland, 1999).

Topographic mapping suggests that watercourse slopes at the Project range from <8% to >30%, depending on the crossing location. However, the tote road has been designed to not exceed 11%. Therefore, while the surrounding slopes may be precipitous with high erosion potential the road approach and immediate work site will likely have moderate erosion potential.

3.3 Vegetation

The tote road generally occurs within coniferous forest, either white spruce or black spruce vegetation types though short sections pass through wetland/riparian or post-burn regeneration vegetation types. Project activities occur within the riparian zone of each crossing location. While specific vegetation composition varies at each crossing location (Appendix B), tree or shrub cover is nearly ubiquitous.

3.4 Watercourses

A total of 46 watercourse crossings will occur along the tote road (Appendix B; Figures 2 and 3). Watercourses vary from small headwater tributaries to large permanent streams.

It is assumed that fish have the potential to be present in all Project watercourses. Eight fish species have been recorded in watercourses proximate to the Project: Lake Whitefish (Coregonus clupeaformis), Round Whitefish (Coregonus cylindraceum), Slimy Sculpin (Cottus cognatus), Northern Pike (Esox lucius), Burbot (Lota lota), Chinook Salmon (Oncorynchus tshawytscha), Dolly Varden (Salvelinus malma) and Arctic Grayling (Thymallus arcticus) (Laberge, 2014).

4.0 ENVIRONMENTAL MONITORING

4.1 Frequency of Monitoring

On-site monitoring is a key component of ensuring that erosion and sediment control measures are implemented properly (appropriate location and correct installation) and function as intended. Works conducted in and around a watercourse typically require full-time monitoring. A qualified environmental professional, preferably with experience on similar projects, should be retained as the Environmental Monitor (EM) to provide guidance on implementing erosion and sediment control measures and, if necessary, to develop additional mitigation measures.



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For this Project, full-time environmental monitoring by the EM may not be necessary. Installing culverts and bridges is typically considered a routine construction activity and once suitable protocols are established on-site personnel, preferably one person dedicated to the task, may be able to conduct daily inspections. Tetra Tech recommends that, at a minimum, the EM be present for any pre-construction meetings and at the first several crossing installations (i.e., for the first culvert and the first bridge crossing as well as for the Beaver River bridge works below the high water mark) to establish a “template” of locations and measures to be used as well as to ensure proper installation of all measures. Additionally, the EM should be available via phone or email throughout the entire Project to provide guidance when required. The EM should also conduct monitoring in exceptional circumstances, such as at locations with very steep gradients or during extended periods of heavy precipitation.

The frequency and periods of monitoring should be agreed upon by the EM and the Contractor once the final construction schedule is established.

4.2 Monitoring Plan and Thresholds

The primary indicator of successful implementation of this ESCP is the water quality of the proximate watercourse, particularly whether the TSS and/or turbidity levels meet CCME Guidelines (see Section 2.0). TSS is not typically measured in the field as it requires filtering the water sample and weighing the resulting solids. Often turbidity is used as a field measurement to roughly correlate TSS levels. CCME guidelines also state that short-term (i.e., less than 24 hours) increases in turbidity should not exceed 8 NTUs above background during clear flows (i.e., when background turbidity is less than 80 NTUs). When background turbidity is greater than 80 NTUs, turbidity should increase not more than 10% of background concentrations.

The following monitoring plan is recommended:

� Establish monitoring stations immediately upstream (within 10 m) of the Project activities, 15 m downstream, 50 m downstream and 100 m downstream of the Project activities. Additional monitoring stations may be required (at 50 m intervals to 250 m downstream) in the event of increased turbidity levels. The actual locations of the monitoring stations should be at the discretion of the EM.

� Conduct turbidity measurements at regular intervals. The initial reading should be conducted prior to the start of any on-site activity. During dry weather it is likely sufficient to conduct hourly visual inspections and instrument measurements (e.g., turbidity metre) every 2 to 4 hours. During wet weather hourly instrument measurements are recommended.

� If an initial increase in turbidity is encountered, the EM or on-site monitor should halt works, determine the source of sediment and implement corrective measures. Turbidity monitoring should be conducted every 30 minutes for 2 hours to see if the corrective actions were effective. If successful, works may continue and if not, additional measures may be required. Work should not continue until turbidity returns to appropriate levels.

4.3 Inspection Report Documentation

Each monitoring event (both those conducted by the EM and the on-site representative) should be documented to record areas of concern and incidents as well as actions taken to resolve them. Photographs should be taken as additional documentation.

An inspection report should be written within 24 hours of each monitoring event. Each report should contain:

� Inspection date;

� Name, company, title of person conducting the inspection;



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� Weather conditions at time of inspection;

� Areas and erosion and sediment control measures inspected ;

� Areas of concern or deficiencies in measures;

� Recommended corrective actions. Corrective actions should be completed within 24 hours of the recommendation;

� Photographs representing conditions at the time of the inspection and areas of concern/deficiencies; and

� Signed by the EM or on-site representative and the appropriate Project authority (typically the Site Supervisor).

An initial inspection report should be made to confirm that that appropriate erosion and sediment control measures have been installed prior to project start. Copies of each inspection report should be kept on the Site in an accessible location with the ESCP. Distributing copies of the inspection via email to required personnel may be appropriate. At the conclusion of the Project, a report summarizing all monitoring events (including the initial inspection report), major deficiencies, emergency responses and corrective actions should be completed.

5.0 COMMUNICATION PLAN

The effective implementation and management of this ESCP requires a coordinated effort on behalf of all individuals involved. The contact list for responsible parties for the works proposed in this ESCP should be completed as soon as the information is known and made available to all parties.

Table 4: Project Contacts

Name Organization Position Phone #

Contractor

ATAC Resources Ltd. Proponent

Environmental Monitor

On-site (daily) monitor

6.0 EROSION AND SEDIMENT CONTROL PLAN

6.1 Purpose

The purpose of this ESCP is provide mitigation measures that minimize the potential for sediment mobilization into a watercourse during the Project. Specifically, good construction planning and erosion control measures are used to minimize soil mobilization before it occurs, while sediment control measures either minimize or prevent mobilized soil from being transported to a watercourse.

6.2 Risk

The potential for erosion and/or sediment mobilization increases in areas with long, steep slopes, fine textured soils and lack of vegetation. As well, any soil disturbances during extremely wet conditions will lead to an increased risk. Proximity to sensitive environmental receptors, such as fish-bearing watercourses, also increases risk.



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The risk of erosion and/or sediment transport in the Project area is moderate to high because of the topography and surficial geology present. Additionally, the nature of the construction activities (e.g., removing riparian vegetation and disturbing soils) contribute to increasing erosion/sediment mobilization potential simply by exposing soils to environmental conditions.

The measures recommended in the following sections are intended to minimize the potential for erosion and/or sediment mobilization.

6.3 Best Management Practices

The following subsections present potential measures considered appropriate for the Project based on Tetra Tech’s current understanding of the proposed construction plans, schedule and general site conditions. The recommended measures are applicable at both culvert and bridge crossings. Figure 6 illustrates potential measures and placement for both culvert and bridge crossings. The measures applied and their placement will likely vary at each crossing location according to the site-specific conditions, such as slope and soil texture. Typically the EM is responsible for determining the most applicable measure and their placement.

Erosion and Sediment Control Best Management Practices (BMPs) can be divided into four broad categories: general measures, water management, erosion control and sediment control.

6.3.1 General Measures

General measures include planning and design as well as procedural, or “housekeeping” measures.

Planning and Design:

� The design considered factors to minimise environmental impact. Among the factors for selecting the road alignment were: minimizing the number of watercourse crossings, selecting areas with granular soils suitable for construction, avoiding permafrost, avoiding geohazard areas, avoiding unfavourable drainage, avoiding steep slopes and utilizing existing trails where possible.

� The Project has been scheduled to maximize efficiency. Because of the length of the road and seasonal limitations of various elements of construction, there is potential for the Project to occur in all seasons.

The Fisheries Act prohibits release of a deleterious substance, including sediment laden water, to fish habitat at any time. However, in stream work should be scheduled during the reduced risk timing window where possible to minimize the potential for causing serious harm to fish. Based on the likely species present, the reduced risk timing window for the Project area is July 1 to April 15.

Where Project works occur outside the reduced risk timing window additional measures and/or monitoring may be required.

Procedural:

� All Project personnel (herein referred to as “Contractor”) should familiarize themselves with the recommendations in this ESCP and the guideline documents presented in Section 2.0.

� Erosion and sediment control should be practiced throughout the entire Project. Erosion and/or sedimentation may be caused during dry seasons by unexpected rainfall, wind and vehicle tracking or during wet seasons by heavy precipitation and surface flows.



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� Install recommended BMPs early. Erosion and sediment control measures should be installed prior to start of Project activities where possible.

� Contractors are responsible for properly installing any erosion and/or sediment control measure used on the Property. Improperly installed measures do not perform their intended functions and subsequently do not provide erosion and/or sediment control.

� Contractors should be prepared to change existing erosion and/or sediment control measures should they fail, not function as intended or in the event that additional measures are required.

� Supplies of erosion and sediment control materials such as (but not limited to) rock, gravel, grass seed, silt fencing, straw bales, staking, polyethylene sheeting, etc., should be stockpiled on-site or otherwise readily available.

� Additional measures may be required if inclement weather is forecast (i.e., place tarps over stockpiles/slopes, ensure retention ponds are cleaned out etc.).

� Work area boundaries should be clearly marked. Where appropriate, visible indicators such as snow fencing, flagging or signage should be erected to ensure equipment operators are aware of the limits of the work areas.

� Construction and equipment travel should be halted during periods of heavy precipitation.

� Limit access points on the watercourse banks. Equipment movement should be minimized as much as possible (i.e., situate in a position to minimize track movement). Where frequent movement is required the ground surface may require stabilization (e.g., rig matting, gravel etc.).

� Where consistent with safety and space considerations, excavated material should be placed on the uphill side of the excavation.

� Stockpiles of erodible materials should be located as far from the watercourse as possible and located on flat, stable surfaces.

� Stockpiles of erodible materials should be sloped at 2:1 and stabilized prevent sediment mobilization. Cover soil stockpiles with polyethylene sheeting or seed with grass if the stockpile is to remain for an extended period of time and conditions permit. Install sediment barriers such as silt fencing or a lined, sandbag berm within 1 metre around the perimeter of soil stockpiles.

� Each watercourse crossing should be stabilised immediately following construction activities. Depending on the season, this may include seeding the riparian area with an approved native seed mixture, spreading weed-free mulch or straw or laying erosion matting.

6.4 Water Management Measures

Water management is intended to control the amount of water flowing over disturbed soils and to treat sediment laden water before entering a watercourse.

� Instream works (i.e., any work occurring below the high water mark) may require site isolation. Water diverted around the work area and any water pumped from the isolated area must meet CCME guidelines for turbidity (see Section 2.0) before being discharged back to a watercourse. This may require measures such as pumping water to a well-vegetated upland location or to a sediment trap (holding pond).

� Ensure surface runoff from the road approach does not enter a watercourse.



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� Temporary diversion ditches may be constructed to direct surface runoff away from disturbed areas or to direct sediment laden runoff to a sediment treatment area (e.g., a detention pond or vegetated area).

� Silt fencing (see Section 6.6.3) may also be effective at diverting and/or detaining sediment laden water.

6.5 Erosion Control Measures

Erosion control measures are source control. They focus on preventing the detachment, entrainment and transport of soil particles. Erosion control is typically accomplished by protecting exposed soils or by runoff control (reducing quantity and velocity of surface flows). The following subsections include the recommended BMPs to minimize erosion potential.

6.5.1 Vegetation Retention and Planting

Vegetative cover is a primary form of erosion control. Established root structures hold soil in place and foliage prevents rain splash. Vegetation is an effective means to provide both temporary and long-term soil stabilization.

� Retain existing vegetation where possible (i.e., limited to the required right-of-way). Existing vegetation that can be retained will prevent erosion better than any constructed measure.

� Where possible, brush and trees should be cut at ground height and root structures left in place to provide bank stability and minimize erosion.

� Clearly mark, flag or fence vegetation or areas where vegetation will be preserved and ensure Contractors are aware of the limits of the work area.

� Where possible, do not locate construction traffic routes, spoil piles, stockpiles, etc., where vegetation will be covered or trampled.

� Disturbed/denuded areas should be revegetated with an appropriate grass seed mixture as soon as possible (season dependent) to stabilize soils, minimize erosion and minimize potential for invasive plants to become established. The Yukon Revegetation Manual (Matheus and Omtzigt, 2013) contains lists of appropriate native and non-native herbaceous and woody plant species appropriate for various conditions. Because of the proximity to a watercourse, Tetra Tech does not recommend the application of fertilizer for the Project.

� Given the small size of the work area around each watercourse crossing, hand casting of seed may be an appropriate method of re-vegetation. However, hydro-seeding is also appropriate; the tackifier used during hydro-seeding can help stabilize soils before germination occurs and is often more effective on steep slopes.

6.5.2 Minimize Soil Exposure

Minimizing the area of disturbed soils exposed at one time decreases the potential for erosion and reduces the need for installing erosion and sediment control measures.

� Reduce the amount and duration of soil exposed to erosion by wind, rain, runoff, and vehicle tracking.

� Schedule projects to disturb only small portions of an area at any one time. Practice staged disturbance and stabilization (e.g., immediately stabilize disturbed areas before disturbing the next portion).

� Incorporate existing site terrain and vegetation. Disturbance of highly erosive areas such as steep slopes should be minimized.



11


� Schedule construction works in and near a watercourse for dry weather whenever possible. Allow enough time before significant forecasted rainfall begins to stabilize the soil with vegetation or physical means or to install temporary sediment trapping.

6.5.3 Polyethylene Sheeting or Rolled Erosion Contr ol Products

Covering slopes and/or disturbed soils is a key measure to minimize erosion. This can be accomplished with polyethylene sheeting (tarps) or rolled erosion control products (RECP).

Polyethylene sheeting is relatively inexpensive and an effective temporary erosion control measure to cover stockpiles and small areas of disturbance. Sheeting must be continuously anchored with non-penetrating materials such as sandbags to ensure it is not displaced by wind. Any runoff generated by the sheeting should be directed away from a watercourse.

Temporary RECP, such as natural-fiber matting or geotextile matting, can be more expensive but is useful on larger areas, longer slopes and where longer term stabilization is required. These are typically used in conjunction with vegetation planting (i.e., placed over seeded area).

6.5.4 Mulching

Mulching may be an appropriate temporary erosion control measure, especially if used in conjunction with seeding. This measure is not appropriate on steep slopes but may be useful close to a watercourse. Mulches are generally organic materials such as straw, wood chips, bark or other wood fibers.

Mulching is best used for temporary stabilization of freshly seeded and planted areas, temporary stabilization during periods unsuitable for growing vegetation or temporary stabilization of areas that cannot be seeded or planted (i.e., unfavourable growing conditions, steep slope). Mulches also enhance plant establishment by conserving moisture and moderating soil temperatures. Mulch helps hold fertilizer, seed, and topsoil in place in the presence of wind, rain, and runoff and maintains moisture near the soil surface.

6.5.5 Straw Bales, Wattles or Fiber Rolls

Straw bales and wattles or fiber rolls (tube-shaped bundles of organic material) reduce erosion by slowing runoff but they can also be effective sediment traps on slopes. They are especially effective on slopes prone to freeze-thaw activity (Malaspina University College, 2005).

� Bales/wattles should be placed within a shallow trench. Trench should be excavated on contour, perpendicular to the fall of slope. Trenches should be excavated to approximately 1/2 the height of the bale/wattle.

� Trenches should be spaced according to slope and soil texture. Spacing increases as gradient decreases and as soil coarseness increases. Soil excavated from the trench should be placed on the upslope side and compacted.

� Bales/wattles should be staked in place.

6.5.6 Rip Rap Armouring

Installation of rip rap is a permanent erosion control measure that may be required when installing a culvert or bridge.

� Non-woven geotextile fabric or a granular fill should underlie the rip rap.



12


� Rip rap should be appropriately sized to ensure stability against the calculated hydraulic flow rates.

� All materials placed below the high water mark should be free of silt, overburden, debris or other substances deleterious to aquatic life. Rip rap should also be non-acid generating and placed individually to minimize disturbing substrates and suspending sediments in the water column

6.6 Sediment Control Measures

Sediment control is non-source control intended to prevent sediments from mobilizing to sensitive areas (e.g., into a watercourse). Sediment control is often a response to failed or weak erosion control.

6.6.1 Riparian Zone Preservation

Natural vegetation can slow surface runoff and traps sediments before they enter a watercourse. See also Section 6.5.1.

� Retain existing vegetation where possible (i.e., limited to the required right-of-way). Established vegetation is more effective at minimizing erosion and sedimentation than newly planted vegetation.

� Where possible, brush and trees should be cut at ground height and root structures left in place to provide soil stability and minimize erosion and sedimentation.

� Clearly mark, flag or fence vegetation or areas where vegetation will be preserved and ensure Contractors are aware of the limits of the work area.

� Where possible, do not locate construction traffic routes, spoil piles, stockpiles, etc., where vegetation will be covered or trampled.

6.6.2 Slope Texturing

Rough soil surfaces retain more water and soil than smooth surfaces. Slope texturing is appropriate on both slopes and over large, flat areas that will not be immediately seeded or otherwise stabilized. This measure is most appropriate on soils with some clay content and may not work on coarse gravels.

� Tracked equipment should move across an area, perpendicular to the fall of the slope.

� Limit to one or two passes to minimize soil compaction.

6.6.3 Silt Fencing

A silt fence is a temporary sediment barrier consisting of permeable geotextile fabric and supporting posts anchored into the ground. Silt fences trap sediment in two ways: by intercepting and detaining small amounts of water from disturbed areas during construction operations, in order to promote sediment settling behind the fence; and by decreasing the velocity of flow. Silt fencing does not “filter” sediments from water.

� For this Project, silt fencing may be installed:

− As a separation of the construction activities and the watercourse. Silt fencing should be installed on-contour, parallel to the watercourse;

− Perimeter control around active work area;

− Perimeter control around long term stockpiles (i.e., those present for more than one week);



13


� Proper placement and installation of silt fencing is essential to the functionality of this measure. Silt fencing should be installed on-contour. The embedded image illustrates proper installation of silt fencing (Ontario Ministry of Transportation, 2015); and

� Silt fencing should be regularly inspected and maintained. Silt fencing should be replaced when sediment build up reaches ½ the height of the fence or 0.2 m.



14




15


7.0 MAINTENANCE AND REMOVAL OF MEASURES

All temporary and permanent erosion and sediment control measures should be maintained and repaired as needed to assure continued performance of their intended function.

Temporary measures used during construction should be inspected daily and required maintenance or repairs done immediately. Inspection and repair should also occur following significant precipitation events.

All temporary measures (such as ditches, polyethylene sheeting or silt fencing) should be removed within 14 days of installation of permanent measures or stabilization (such as seeding or landscaping).

8.0 EMERGENCY RESPONSE AND CONTINGENCY PLANNING

Erosion and sediment control failures are possible and are most likely to occur during extreme precipitation events.

� An “adaptive management” strategy should be adopted for the Project. Adaptive management evaluates and adjusts management decisions (i.e., mitigation measures) to reflect the actual interactions. Changes to the ESCP are primarily the responsibility of the EM, however the on-site environmental representative and all contractors should be prepared to change existing measures and BMPs should they fail or in the event additional measures are required. The EM should be notified of any changes to ensure they are adequate and installed properly.

� Monitor weather forecasts to be aware of predicted precipitation events.

� Stockpile, or have readily available, supplies of erosion and sediment control materials on-site such as (but not limited to) rock, gravel, grass seed, silt fencing, straw bales, staking, polyethylene sheeting, etc.

� Have a list of trained personnel and their contact information as well as equipment and operators potentially available on short notice for response.

� Have a plan for shutdown of construction activities due to inclement weather. This may include:

− Checking existing erosion and sediment control measures for functionality; and

− Adding additional measures (such as silt fencing, ditches, berms or pond areas).

� If full-time environmental monitoring is not being conducted, the EM should be consulted prior to periods of anticipated heavy precipitation to determine if additional measures will be required. The EM should conduct a site visit following all periods of heavy precipitation to ensure installed measures are functioning or if they need repair/clean out.

� Should sediment laden water be released to a watercourse, an incident report should be prepared and document what corrective actions were taken as well as who was notified of the incident.

� Any releases of sediment laden water to a watercourse should be reported to the EM, the project manager and appropriate regulatory authorities. For this Project, if significant amounts of sediment laden water enter a watercourse, Fisheries and Oceans Canada (DFO) should be contacted. DFO Whitehorse Regional Office - 867.393.6722.



16

Tiger Tote Road ESCP - Revision 1

9.0 CLOSURE

We trust this report meets your present requirements. If you have any questions or comments, please contact the

undersigned.

Respectfully submitted,

Tetra Tech Inc.

Prepared by: Reviewed by:

Shawneen Walker, B.Sc., R.P.Bio, P.Biol. Nigel Cavanagh, M.Sc., R.P.Bio., P.Biol

Biologist Senior Aquatic Biologist

Environment Practice Environment Practice

Direct Line: 250.756.3966 x245 Direct Line: 250.756.3966 x240

[email protected] [email protected]



17


REFERENCES

BC Ministry of Forests, Lands and Natural Resource Operations (MFLNRO), BC Ministry of Environment (MOE), and Fisheries and Oceans Canada (DFO). 2012. Fish-stream crossing guidebook. Rev. ed. For. Prac. Invest. Br. Victoria, B.C.

BC Ministry of Transportation and Infrastructure (MOTI). 2013. Culverts and Fish Passage. Available at: http://www.th.gov.bc.ca/publications/eng_publications/environment/references/3824_CulvertFishPassage_InfoSheet.pdf. Accessed: September 12, 2016.

Canadian Council of Ministers of the Environment (CCME). 2002. Canadian Water Quality Guidelines for the Protection of Aquatic Life: Total Particulate Matter. Available at: http://ceqg-rcqe.ccme.ca/download/en/217. Accessed: September 15, 2016.

Canadian Environmental Assessment Agency. 2015a. Determining Whether a Designated Project is Likely to Cause Significant Adverse Environmental Effects under the Canadian Environmental Assessment Act, 2012. Available at: https://www.ceaa-acee.gc.ca/Content/3/6/3/363DF0E1-FF2C-409E-9BDC-EB23EA60EEE3/Significance_OPS_2015-eng.pdf. Accessed: September 16, 2016.

Canadian Environmental Assessment Agency. 2015b. Practitioners Glossary for the Environmental Assessment of Designated Projects under the Canadian Environmental Assessment act, 2012. Available at: https://www.ceaa-acee.gc.ca/Content/E/7/F/E7F0FC59-215B-4003-B26D-31D5E5F90BB4/Glossary%20-%20EN%20-%20March%202015_OA.pdf. Accessed: September 16, 2016.

Department of Fisheries and Oceans Canada (DFO).1993. Land Development Guidelines for the Protection of Aquatic Habitat. Available at: http://www.dfo-mpo.gc.ca/Library/165353.pdf. Accessed: September 8, 2016.

DFO. 1995. Freshwater Intake End-of-Pipe Fish Screen Guideline. Available at: http://www.dfo-mpo.gc.ca/Library/223669.pdf

Environment Canada. 2012. Species at Risk Public Registry. Available at: http://www.sararegistry.gc.ca/default_e.cfm

Government of Alberta. 2001. Fish Habitat Manual; Guidelines and Procedures for Watercourse Crossings in Alberta. Alberta Transportation. Available at: http://www.transportation.alberta.ca/Content/docType245/Production/Complete_Fish_Habitiat_Manual.pdf. Accessed: September 6, 2016.

Government of Yukon. 2011. Best Management Practices for Works Affecting Water in Yukon. Water Resources Branch, Environment Yukon. Available at: http://www.env.gov.yk.ca/publications-maps/documents/bestpractes_water.pdf. Accessed: September 6, 2016.

Indian and Northern Affairs Canada (INAC). 2010. Northern Land Use Guidelines, Access: Roads and Trails. Available at: https://www.aadnc-aandc.gc.ca/eng/1100100023568/1100100023583. Accessed: September 12, 2016.

Laberge Environmental Services. 2014. Baseline Environmental Assessments for the Tiger Gold Project, 2013. Prepared for ATAC Resources Ltd. 54 p plus Appendices.

Malaspina University College. 2005. Erosion and Sediment Control Participant’s Manual. Developed by Fisheries and Aquaculture Extension Program. Nanaimo, BC.

Matheus, Paul and Omtzigt, Toos. 2013. Yukon Revegetation Manual: Practical Approaches and Methods. Whitehorse, Yukon. 182 p. Available at: http://yukonrevegetationmanual.ca/YukonRevegetationManuallowres.pdf. Accessed: September 21, 2016.



18


Ontario Ministry of Transportation. 2015. Light Duty Silt Fence Barrier. Ontario Provincial Standards For Roads & Public Works: Ontario Provincial Standards Drawing, Available at: http://www.raqsb.mto.gov.on.ca/techpubs/ops.nsf/wv_09a_Date/94E5D7E5D79C86E7852572C600647BBE?OpenDocument. Accessed: September 19, 2016.

Prince George’s County, Maryland. 1999. Low Impact Design Strategies: An Integrated Design Approach. Maryland Department of Environmental Resources, Programs and Planning Division. Available at: http://www.lowimpactdevelopment.org/pubs/LID_National_Manual.pdf Accessed: September 7, 2016.

Tetra Tech. 2016. Conceptual Design of Tote Road, Hanson Lake Road to Tiger Deposit, YT. Prepared for ATAC Resources Ltd. 122 p.




FIGURES

Figure 1 Project Area

Figure 2 Watercourse Crossings (A)

Figure 3 Watercourse Crossings (B)

Figure 4 Terrain Mapping (A)

Figure 5 Terrain Mapping (B)

Figure 6 Potential ESC Measures and Placement

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SLOPE CLASS SY MBOL DESCR IPTION SLOPE 1 p plain 0 – 5 % 2 j gentle 6 – 27 % 3 a moderate 28 – 49 % 4 k moderately

steep 50 – 70 % 5 s Steep >70%

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deposits R R apid mass movement Slope or parts of slope affected by processes such as debris flow s, debris slides and

avalanch es, and rockfall V Gullying Slope affected by gully erosion.

-R rapid mass movement -R" rapid mass movement - initiation zone -Rb rock fall -Rs debris slide

MASS MOV EMENT SUB-CLASSES

MATERIALS

C Colluvium Products of gravitational slope movements; materials derived from local bedrock and major deposits derived from drift; includes talus and landslide deposits. Includes up to 20% bedrock.

F Fluvial sediments Sands and gravels transported and deposited by streams and rivers; floodplains, terraces and alluvial fans.

FG Glaciofluvial sediments Sands and gravels transported and deposited by meltw ater streams; includes kames, eskers and outw ash plains.

LG Glaciolacustrine sediments Fine sand, silt and clay deposited in ice-dammed lakes.

M Till Material deposited by glaciers w ith out modification by flow ing w ater. Typically consists of a mixture of pebbles, cobbles and boulders in a matrix of sand, silt and clay; diamicton. Includes up to 20% bedrock and/or colluvium.

O Organic materials Material resulting from th e accumulation of decaying vegetative matter; includes peat and organic soils.

R Bedrock Outcrops and bedrock w ith in a few centimetres of th e surface. Includes up to 20% colluvium.

z silt 2 - 62.5 µm s sand 62.5 µm - 2 mm b boulders > 256 mm; rounded particles a blocks > 256 mm; angular particles

TEXTURESpecific Clastic Term s

Com m on Clastic Term sx angular fragments mixture of rubble (r) and blocks (a) g gravel mixture of pebbles (p), cobbles (k), boulders (b) and up to 20% sand r rubble angular particles < 64 mm

GEOMORPHOLOGICAL PROCESSES SLOPE CLASSES

DRAINAGEr rapidly drained w w ell drained m w moderately w ell drained m moderately drained i imperfectly drained p poorly drained

TERRAIN UNIT SYMBOLS surficial material initiation zone

texture aCk - R"b geomorph ological process subclass surface expression geomorph ological process

Composite U nits: U p to th ree letters may be used to describe any ch aracteristic. Processes follow th e dash "-"

symbol. e.g. Mv•R k indicates "Mv" and "R k" are rough ly equal in extent

Mv/R k indicates "Mv" is more extensive th an "R k" (about 2/1 or 3/2) Mv//R k indicates "Mv" is much more extensive th an "R k" (about 3/1 or 4/1) /Mw indicates "R k" is partially buried by "Mw " R k

Stratigraph ic U nits: W h en one or more surficial materials overlie a different material or bedrock. e.g. Mw indicates th at "Mw " overlies "R r"

R r

a moderate slope(s) predominantly planar slopes; 15-26º (28 - 49%) b blanket material >1-2 m th ick w ith topograph y derived from underlying bedrock (w h ich may not

be mapped) or surficial material d discontinuous used w ith FG w h ere it indicates partial coverage due to erosion or interrupted

deposition w ith exposure of underlying or secondary (M) f fan a fan-sh aped surface th at is a sector of a cone; slopes 3-15º (5-27%) h h ummocky steep-sided h illocks and h ollow s; many slopes 15º (27%) and steeper

i irregular mostly used w ith FG; low to moderate relief (less th an 10 m) irregularly sh aped h ummocks, low ridges, h ollow s, sw ales typically found in glacial ice-melt areas; may include kettled topograph y, discontinuous eskers, depressions and discontinuous glaciofluvial ch annels

j gentle slope(s) predominantly planar slopes; 4-15º (6 - 27%) k moderately steep slope predominantly planar slopes; 26-35º (50 - 70%) m rolling topograph y linear rises and depressions; < 15º (27%) p plain 0-3º (0-5%) r ridges linear rises and depressions w ith many slopes 15º and steeper s steep slope(s) slopes steeper th an 35º (> 70%) t terrace(s) stepped topograph y and bench lands u undulating topograph y h illocks and h ollow s; slopes predominantly <15º v veneer material <1-2 m th ick w ith topograph y derived from underlying bedrock (may not be

mapped) or surficial materials; may include outcrops of underlying material w mantle surficial material of variable th ickness x th in veneer a subset of v (veneer), w h ere th ere is a dominance of surficial materials about 10-25

centimetres th ick

SURFACE EXPRESSION

!.

!.

!.

!.

!.

!.!.

!.

!.

!.

!.

!.

_̂Proje ct Location

DempsterH

w y

R obertCampbellHw y

Alaska Hw y

K londike Hw y Yukon River

Pelly River

Macmillan

River

Faro

Elsa

Daw son

Carmacks

W h iteh orse

R oss R iver

Sw ift R iver

Beaver CreekPelly Crossing

Haines Junction

Stew art Crossing

Joh nsons Crossings

Landslides

The road alignm e nt illustrated is based onpre lim inary work conducted in 2015 but isge ne rally analogous to the propose d route

Q:\Vancouver\GIS\ENGINEERING\W141\W14103702-01\Maps\ESC\W14103702-01_Figure05_TerrainB.mxd modified 10/11/2016 by stephanie.leusink

DWN CKDPROJECT NO.

FILE NO.

PROJECTION

REV

DATE

DATU M

OFFICE

CLIENT

APVD

IS S UED FOR US E

NOTESBase data source:First Nations S ettlement Lands (S urvey ed) from Geomatics Y uk on (2016);NT DB 1:50,000; Challenger Geomatics.

LEGEND!( Crossing

Proposed Tote Road AlignmentProposed Alternate Tote Road AlignmentProposed Airstrip Access RoadTerrain Poly gon Boundary

$ Glacial Ice Directional Feature (Flutings)Glaciofluvial Channel

As-built AirstripLimited Use Road/W inter RoadContour (10 m)Contour (100 ft)10 m Contour AreaW atercourseW aterbodyFirst Nations S ettlement Lands

E

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Scougale Lakes

Scougale Lakes

Rankin Creek

Beaver River

Clark Lakes

Clark Lakes

Cf

Mk

CfMb

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Mb

CvRsMr-E

Mr-ECvMarMbrCf

Mb-E

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ERWINTER

TRA

ILAIRS TRIP

TIGER DEPOS IT

RAU MINE ACCES S ROAD

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60 km

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40 km

30 km

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35 km

45 km

500000

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501000

501000

502000

502000

503000

503000

504000

504000

505000

505000

506000

506000

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507000

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530000

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M etres

S TATU S

S cale: 1:40,000

TIGER TOTE ROADEROS ION AND S EDIMENT CONTROL PLAN

Terrain Mapping (B)

UT M Z one 8 NAD83

November 10, 2016

W 14103702-01 0 Fig ure 6S WS L

T t EBA-VANC

M EZ

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35 km

z silt 2 - 62.5 µm s sand 62.5 µm - 2 mm b boulders > 256 mm; rounded particles a block s > 256 mm; angular particles

TEXTURES pec ific Clastic Term s

Com m on Clastic Term sx angular fragments mixture of rubble (r) and block s (a) g gravel mixture of pebbles (p), cobbles (k), boulders (b) and up to 20% sand r rubble angular particles < 64 mm

MATERIALS

C Colluvium Products of gravitational slope movements; materials derived from local bedrock and major deposits derived from drift; includes talus and landslide deposits. Includes up to 20% bedrock.

F Fluvial sediments S ands and gravels transported and deposited by streams and rivers; floodplains, terraces and alluvial fans.

FG Glaciofluvial sediments S ands and gravels transported and deposited by meltwater streams; includes k ames, esk ers and outwash plains.

LG Glaciolacustrine sediments Fine sand, silt and clay deposited in ice-dammed lak es.

M T ill M aterial deposited by glaciers without modification by flowing water. T ypically consists of a mixture of pebbles, cobbles and boulders in a matrix of sand, silt and clay ; diamicton. Includes up to 20% bedrock and/or colluvium.

O Organic materials M aterial resulting from the accumulation of decay ing vegetative matter; includes peat and organic soils.

R Bedrock Outcrops and bedrock within a few centimetres of the surface. Includes up to 20% colluvium.

A Avalanche S lope or parts of slope affected by downhill transport of snow and resulting deposition E Channelled by meltwater Erosion and channel formation by meltwater alongside, beneath, or in front of a glacier

or ice sheet. F Failing S lope experiencing slow mass movement, such as sliding or slumping H K ettled Depression formed during deglaciation when large ice block s displaced glaciofluvial

deposits R Rapid mass movement S lope or parts of slope affected by processes such as debris flows, debris slides and

avalanches, and rock fall V Gully ing S lope affected by gully erosion.

GEOMORPHOLOGICAL PROCES S ES

-R rapid mass movement -R" rapid mass movement - initiation zone -Rb rock fall -Rs debris slide

MAS S MOVEMENT S U B-CLAS S ES

S LOPE CLAS S S Y M BOL DES CRIPT ION S LOPE 1 p plain 0 – 5 % 2 j gentle 6 – 27 % 3 a moderate 28 – 49 % 4 k moderately

steep 50 – 70 % 5 s S teep >70%

S LOPE CLAS S ES

DRAINAGEr rapidly drained w well drained m w moderately well drained m moderately drained i imperfectly drained p poorly drained

a moderate slope(s) predominantly planar slopes; 15-26º (28 - 49%) b blank et material >1-2 m thick with topography derived from underly ing bedrock (which may not

be mapped) or surficial material d discontinuous used with FG where it indicates partial coverage due to erosion or interrupted

deposition with exposure of underly ing or secondary (M ) f fan a fan-shaped surface that is a sector of a cone; slopes 3-15º (5-27%) h hummock y steep-sided hillock s and hollows; many slopes 15º (27%) and steeper

i irregular mostly used with FG; low to moderate relief (less than 10 m) irregularly shaped hummock s, low ridges, hollows, swales typically found in glacial ice-melt areas; may include k ettled topography, discontinuous esk ers, depressions and discontinuous glaciofluvial channels

j gentle slope(s) predominantly planar slopes; 4-15º (6 - 27%) k moderately steep slope predominantly planar slopes; 26-35º (50 - 70%) m rolling topography linear rises and depressions; < 15º (27%) p plain 0-3º (0-5%) r ridges linear rises and depressions with many slopes 15º and steeper s steep slope(s) slopes steeper than 35º (> 70%) t terrace(s) stepped topography and benchlands u undulating topography hillock s and hollows; slopes predominantly <15º v veneer material <1-2 m thick with topography derived from underly ing bedrock (may not be

mapped) or surficial materials; may include outcrops of underly ing material w mantle surficial material of variable thick ness x thin veneer a subset of v (veneer), where there is a dominance of surficial materials about 10-25

centimetres thick

S U RFACE EXPRES S ION

TERRAIN UNIT S YMBOLS surficial material initiation zone

texture aCk - R"b geomorphological process subclass surface expression geomorphological process

Composite Units: Up to three letters may be used to describe any characteristic. Processes follow the dash "-"

symbol. e.g. M v•Rk indicates "M v" and "Rk" are roughly equal in extent

M v/Rk indicates "M v" is more extensive than "Rk" (about 2/1 or 3/2) M v//Rk indicates "M v" is much more extensive than "Rk" (about 3/1 or 4/1) /M w indicates "Rk" is partially buried by "M w" Rk

S tratigraphic Units: W hen one or more surficial materials overlie a different material or bedrock . e.g. M w indicates that "M w" overlies "Rr"

Rr

Landslides

Th e road alig nm ent illustrated is b ased onprelim inary work c onduc ted in 2015 b ut isg enerally analog ous to th e proposed route

NOTES CLIENT

PROJECT NO. DWN

OFFICE DATESTATUS

CKD APVD REV

LEGEND

EB

A-T

t_T

itle_B

lock

_11

x17_Landsc

ape.c

dr

Potential ESC Measures and Placement

Figure 6W14103702-01 MEZ

November 10, 2016Tt EBA-VANC

SL SW 0

Vegetation to be Retained

Visibly Marked Limits of Work Area

Silt Fence

Rip Rap

Isolated (dry) Work Area

Temporary Diversion Dam

Temporary Diversion SystemISSUED FOR USE

TIGER TOTE ROADEROSION AND SEDIMENT CONTROL

Notes:*This figure is an example only. To be used in conjunction with Tiger Tote Road Erosion and Sediment Control Plan, October, 2016 (Tetra Tech EBA File: W14103702-01).*Measures and placement will vary at each watercourse crossing and should be determined on-site by a qualified Environmental Monitor.

1. Delineate/Mark Work Area:-extent of work area visibly marked with flagging tape or snow fencing-restrict disturbance to minimum area possible; use existing disturbance where possible-retain as much vegetation as possible

2. Staging and Laydown:-located as far from watercourse as possible, on stable, flat surface.-if necessary, install silt fencing on downslope side, on contour

3. Access & Equipment-limit access to single points, preferably on existing disturbance-stabilize with rig mats or gravel as necessary-equipment will work from top of bank as much as possible and minimize track movement

4. Stockpiles-placed as far from watercourse as possible-silt fencing installed around perimeter-polyethylene sheeting available for cover

5. Road & Temporary Ditching-divert surface runoff towards well-vegetated areas-trench spoils placed on upslope side-straw bales/wattles may be installed on downslope side of ditch (in low traffic areas)-road should be graded and ditched to encourage runoff to vegetated areas, rather than directly into watercourse

6. Temporary Diversion -pump should be within secondary containment-diversion water discharged downstream over stable surface (rocks, logs, other energy dissipater)-water pumped from isolation area should be discharged upland to a well-vegetated area

7. Silt Fencing-installed on contour-appropriate locations vary with topography, but generally include top of bank (parallel to watercourse), around base of stockpiles and downslope of areas with high disturbance.

8. Rip Rap-rip rap installed to armour crossing structures will be clean, non-acid generating and placed individually.

9. Site Stabilization-disturbances outside the Road right-of-way should be stabilized at completion of work-depending on season this may include: seeding, mulching, polyethylene sheeting, RECP, slope texturing

Stabilized Access Point

Pump and Hose Discharge from Isolated Work Area

Temporary Stock Pile

Temporary Diversion Ditch

Bales/Wattles

Staging and Laydown

Disturbed Areas to be Permanently Stabilized

Drawing not to scale

Intake HosePump

Discharge

2

1

3

45

6

7

89




APPENDIX A TETRA TECH’S GENERAL CONDITIONS

1

GENERAL CONDITIONS NATURAL SCIENCES This report incorporates and is subject to these “General Conditions”.

1.1 USE OF REPORTS AND OWNERSHIP

This report pertains to a specific site, a specific development or activity, and/or a specific scope of work. The report may include plans, drawings, profiles and other supporting documents that collectively constitute the report (the “Report”).

The Report is intended for the sole use of TETRA TECH’s Client (the “Client”) as specifically identified in the TETRA TECH Services Agreement or other Contract entered into with the Client (either of which is termed the “Services Agreement” herein). TETRA TECH does not accept any responsibility for the accuracy of any of the data, analyses, recommendations or other contents of the Report when it is used or relied upon by any party other than the Client, unless authorized in writing by TETRA TECH.

Any unauthorized use of the Report is at the sole risk of the user. TETRA TECH accepts no responsibility whatsoever for any loss or damage where such loss or damage is alleged to be or, is in fact, caused by the unauthorized use of the Report.

Where TETRA TECH has expressly authorized the use of the Report by a third party (an “Authorized Party”), consideration for such authorization is the Authorized Party’s acceptance of these General Conditions as well as any limitations on liability contained in the Services Agreement with the Client (all of which is collectively termed the “Limitations on Liability”). The Authorized Party should carefully review both these General Conditions and the Services Agreement prior to making any use of the Report. Any use made of the Report by an Authorized Party constitutes the Authorized Party’s express acceptance of, and agreement to, the Limitations on Liability.

The Report and any other form or type of data or documents generated by TETRA TECH during the performance of the work are TETRA TECH ’s professional work product and shall remain the copyright property of TETRA TECH.

The Report is subject to copyright and shall not be reproduced either wholly or in part without the prior, written permission of TETRA TECH. Additional copies of the Report, if required, may be obtained upon request.

1.2 ALTERNATIVE REPORT FORMAT

Where TETRA TECH submits both electronic file and hard copy versions of the Report or any drawings or other project-related documents and deliverables (collectively termed TETRA TECH ’s “Instruments of Professional Service”), only the signed and/or sealed versions shall be considered final. The original signed and/or sealed version archived by TETRA TECH shall be deemed to be the original. TETRA TECH will archive the original signed and/or sealed version for a maximum period of 10 years.

Both electronic file and hard copy versions of TETRA TECH ’s Instruments of Professional Service shall not, under any circumstances, be altered by any party except TETRA TECH. TETRA TECH ’s Instruments of Professional Service will be used only and exactly as submitted by TETRA TECH.

Electronic files submitted by TETRA TECH have been prepared and submitted using specific software and hardware systems. TETRA TECH makes no representation about the compatibility of these files with the Client’s current or future software and hardware systems.

1.3 STANDARD OF CARE

Services performed by TETRA TECH for the Report have been conducted in accordance with the Services Agreement, in a manner consistent with the level of skill ordinarily exercised by members of the profession currently practicing under similar conditions in the jurisdiction in which the services are provided. Professional judgment has been applied in developing the conclusions and/or recommendations provided in this Report. No warranty or guarantee, express or implied, is made concerning the test results, comments, recommendations, or any other portion of the Report.

TETRA TECH professionals are bound by their ethical commitments to act within the bounds of all pertinent regulations. In certain instances, observations by TETRA TECH of regulatory contravention may require that regulatory agencies and other persons be informed. The client agrees that notification to such bodies or persons as required may be done by TETRA TECH in its reasonably exercised discretion.

If any error or omission is detected by the Client or an Authorized Party, the error or omission must be immediately brought to the attention of TETRA TECH.

1.4 ENVIRONMENTAL ISSUES

The ability to rely upon and generalize from environmental baseline data is dependent on data collection activities occurring within biologically relevant survey windows.

1.5 DISCLOSURE OF INFORMATION BY CLIENT

The Client acknowledges that it has fully cooperated with TETRA TECH with respect to the provision of all available information on the past, present, and proposed conditions on the site, including historical information respecting the use of the site. The Client further acknowledges that in order for TETRA TECH to properly provide the services contracted for in the Services Agreement, TETRA TECH has relied upon the Client with respect to both the full disclosure and accuracy of any such information.

General Conditions Natural Sciences

2

1.6 INFORMATION PROVIDED TO TETRA TECH BY OTHERS

During the performance of the work and the preparation of this Report, TETRA TECH may have relied on information provided by persons other than the Client.

While TETRA TECH endeavours to verify the accuracy of such information, TETRA TECH accepts no responsibility for the accuracy or the reliability of such information even where inaccurate or unreliable information impacts any recommendations, design or other deliverables and causes the Client or an Authorized Party loss or damage.

1.7 GENERAL LIMITATIONS OF REPORT

This Report is based solely on the conditions present and the data available to TETRA TECH at the time the data were collected in the field or gathered from publically available databases.

The Client, and any Authorized Party, acknowledges that the Report is based on limited data and that the conclusions, opinions, and recommendations contained in the Report are the result of the application of professional judgment to such limited data.

The Report is not applicable to any other sites, nor should it be relied upon for types of development other than those to which it refers. Any variation from the site conditions present at or the development proposed as of the date of the Report requires a supplementary investigation and assessment.

It is incumbent upon the Client and any Authorized Party, to be knowledgeable of the level of risk that has been incorporated into the project design or scope, in consideration of the level of the environmental baseline information that was reasonably acquired to facilitate completion of the scope.

The Client acknowledges that TETRA TECH is neither qualified to, nor is it making, any recommendations with respect to the purchase, sale, investment or development of property, the decisions on which are the sole responsibility of the Client.

1.8 JOB SITE SAFETY

TETRA TECH is only responsible for the activities of its employees on the job site and was not and will not be responsible for the supervision of any other persons whatsoever. The presence of TETRA TECH personnel on site shall not be construed in any way to relieve the Client or any other persons on site from their responsibility for job site safety.




APPENDIX B CROSSING DATA

Appendix B: Watercourse Crossing Details

Crossing ID 4.1 7.1 8.1 11.1 12.1a 12.1b 13.1 15.1 15.2 17.1 17.2 19.1 23.1 25.1 26.1 27.1 34.1 34.2

Location on Alignment 7+300 12+430 12+440 19+550 23+600 25+650 26+720 27+590 34+660 34+920

Photo available no yes yes no yes yes no no no no no yes yes yes yes yes yes yes

B) Description of Project

Proposed crossing typeSingle span

bridge

Single span

bridge

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Single span

bridge

Closed bottom

culvert

Closed bottom

culvert

Single span

bridge

Closed bottom

culvert

Single span

bridge

Single span

bridge

description CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP

Crossing structure dimensions

length (m) 10 8 12 12 12 12 12 12 10 8 12 10 8 10 24

width (m) 6 6 6 6 6

diameter (mm) - single culvert 1800 1400 1400 1200 1200 1200 800 1600 800 2200

diameter (mm) - double culvert 1400 1000 1000 800 900 800 600 1200 600 1800

Footprint (m2) - bridge (see Section 3.3) 0 60 60 60 60 144

Footprint (m2) - single CSP (see Section 3.3) 14.4 16.8 16.8 14.4 14.4 14.4 9.6 12.8 9.6 17.6

Footprint (m2) -double CSP (see Section 3.3) 22.4 24 24 19.2 21.6 19.2 14.4 19.2 14.4 28.8

New access/existing trail New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access Existing Trail Existing Trail

C) Location of Project

Coordinates

UTM Zone 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8

Easting 488453.00 m E 490690.88 m E 491499.29 m E 494367.72 m E 495502.80 m E 495502.80 m E 496245.00 m E 498442.86 m E 498819.81 m E 499897.56 m E 500316.91 m E 501618.00 m E 503743.63 m E 504153.00 m E 503788.00 m E 503961.45 m E 505465.00 m E 505740.06 m E

Northing 7097112.00 m N 7096593.47 m N 7096247.64 m N 7096212.43 m N 7096460.49 m N 7096460.49 m N 7096628.00 m N 7097019.85 m N 7097101.10 m N 7097826.38 m N 7098127.60 m N 7099476.00 m N 7102472.94 m N 7104440.00 m N 7105313.00 m N 7106201.70 m N 7111871.00 m N 7111971.68 m N

Name of Watershed (see Figure 4) Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Keno Ladue River Rankin Creek Rankin Creek Rankin Creek Rankin Creek Scougale Creek Scougale Creek

Name of watercourse Ladue Creek Keno Ladue River Barney Creek Cameron Creek Burnt Creek Scougale Creek

D) Description of the Aquatic Environment

Predominant type of aquatic habitat Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine

Physical

wetted width 3.1 1.23 0.7 1.05 7.7 1.23 0.31 3.7 2.7 1.4 15.1

wetted depth 0.18 2.35 0.08 0.18 0.4 0.21 0.06 0.35 0.85 0.74 1.55

bankful width 3.1 1.45 1 9.4 3.1 0.45 4.5 3 2.7 17

bankful depth 1.41 3 27 1.1 0.45 0.1 1.75 1.1 1.6 1.85

gradient 1 <8 2.4* 2.9* 28 28* 28* 25 36 36 24 unknown 8.6* 5.4* 24* 10.6* <8 2.4* 0.5*

Water Velocity (m/s) 1.7 0.8 0.69 0.8 1.6 1.21 0.63 1.7 0.95 0.45 0.5

Flow (m3

/s) 0.94 0.62 4.93 4.93 2.33 1.95 0.47 10.6

Substrates

dominant substrates at crossing 2 Cobbles and

small boulderFines and sand

Fines, sand and

gravel

Cobbles and

boulderfines

Cobbles and

boulder

Gravels, cobbles

and small

boulder

terrain& surficial geology 3

FGd-H; kettled,

discontinuous

glaciofluvial

sediments

Fp; plain fluvial

sediments

FGti; irregular,

terraced

glaciofluvial

deposits.

Cc; colluvium

cone

Cv/FGt;

colluvium veneer

more extensive

than terraced

glaciofluvial

deposits

Cv/FGt;

colluvium veneer

more extensive

than terraced

glaciofluvial

deposits

Cf; colluvium fan Cf; colluvium fanMb-v; gullied till

blanket

Mb-v; gullied till

blanket

Mb-v; gullied till

blanket

Cfv/Ma; colluvial

veneer fan more

extensive than till

on moderate slope

Mb; till blanket

Mk

(downstream);

till on

moderately

steep slope;

steep slope

upstream

Mb-v; gullied till

blanket

Mvb; till veneer-

blanket

szFP; sand and

silt fluvial plain

Fpi; irregular

fluvial plain

Vegetation

riparian vegetation type 4 Black Spruce Black Spruce Wetland/Riparian Black Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce Post-Burn Regen Post-Burn Regen Post-Burn Regen Post-Burn Regen Post-Burn Regen Wetland/Riparian Wetland/Riparian

dominant riparian vegetation 2

black spruce,

alder, willow,

some white

spruce

black spruce,

alder, willow,

sphagnum moss

alder, willow,

white spruce

willow, alder,

white spruce

willow, sparse

black spruce

with some white

spruce, birch

willow, sparse

young black

spruce; willow

present in

channel

black spruce,

sparse birch,

willow, labrador

tea

mixed open

black spruce and

birch, willow

grass, willow,

sparse black

spruce

willow, grass,

sphagnum moss

grass, sphagnum

moss, boggy at

crossing; sparse

black spruce

Water Quality 2

Temperature ( °C) 7.4 1.9 3.8 3.8 4 3.8 1.4 1.3 3.4 6.1 4.3 6.9

pH 6.5 3.9 6.1 6.1 7 5.3 6.5 7.6 6.2 6.2 7.7 6.6

Conductivity ( µS.cm) 153.4 208.1 149.1 149.1 140.5 64.2 96.6 226.2 54.4 67.5 182 228.9

Total Dissolved Solids (mg/L) 150 242 163 163 153 70 114 269 60 69 195 227

Salinity (ppt) 0.11 0.18 0.12 0.12 0.11 0.05 0.08 0.2 0.04 0.05 0.14 0.17

Dissolved Oxygen (mg/L) 10.56 11.49 11.71 11.71 11.96 11.65 11.96 12.67 11.85 10.71 11.95 11.34

Turbidity (FNU) 1.09 15.75 12.05 12.05 50.36 9.47 0 12.99 2.99 6.95 10.4 0

Fish

known fish presence (sampled, confirmed) 4 none?

Fish Habitat Suitability 5 Low Low Low Low Low Low Low Low Low Low Low Low Low Low Low Low

Moderate-

Moderate

Moderate-

Moderate

Likelihood of fish presence 6 High High High Unlikely Unlikely Unlikely Unlikely Unlikely Unlikely Low High Moderate High Low Moderate High High High

Notes:

Closed bottom culvert

CSP

two tribs assessed separately in field but join as

one watercourse at crossing location

5 Yukon Energy, Mines and Resources, Yukon Placer Secretariat. September 2010. Yukon Place Fish Habitat Suitability Map - Stewart River Watershed (Map 2 of 3) (Category A)

1600

1200

12

19.2

28.8

1 Gradient determined from topographic maps (rise/run); gradients denoted by * were determined on site during Tetra Tech EBA's May 2016 field visit.

2 Tetra Tech EBA. July 2016. Conceptual Design of Tote Road to Tiger Deposit, YT

3 Based on Figures 1.1 and 1.2 "Terrain Mapping and Route Locations", Tetra Tech EBA. January 2015. File: W14103704-01 (base data: NTDB 1:50,000 Challenger Geomatics).

4 Labarge Environmental Services. June 2014. Baseline Environmental Assessments for the Tiger Gold Project, 2013. BB=Burbot; CCG=Slimy Sculpin; CH=Chinook; DV=Dolly Varden; GR=Arctic Grayling; LW=Lake Whitefish; NP=Northern Pike; RW=Round Whitefish

6 Subjective determination based on gradient and habitat suitability classification. See Section 2.3

Appendix B: Watercourse Crossing Details (continued)

Crossing ID 36.1 36.2 38.1 40.1 41.1 43.1 44.1 44.2 45.1 45.2 45.3 46.1 46.2 49.1 50.1 51.1 52.1 53.1

Location on Alignment 36+980 41+570 42+760 44+650 44+840 45+040 45+740 49+620 50+060

Photo available no yes no no yes yes yes yes yes yes no no no yes yes no no no


Proposed crossing typeClosed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Single span

bridgebridge

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

description CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP


length (m) 8 8 8 8 8 8 8 8 8 8 8 8 8 10 75 8 8 8

width (m) 6 6

diameter (mm) - single culvert 1600 1600 1200 600 800 2000 1200 1000 1200 1400 800 600 1600 900 1000 1200

diameter (mm) - double culvert 1200 1200 900 600 800 1600 800 800 900 1000 600 600 1200 800 800 800

Footprint (m2) - bridge (see Section 3.3) 60 450

Footprint (m2) - single CSP (see Section 3.3) 12.8 12.8 9.6 4.8 6.4 16 9.6 8 9.6 11.2 6.4 4.8 12.8 7.2 8 9.6

Footprint (m2) -double CSP (see Section 3.3) 19.2 19.2 14.4 9.6 12.8 25.6 12.8 12.8 14.4 16 9.6 9.6 19.2 12.8 12.8 12.8

New access/existing trail Existing Trail Existing Trail Existing Trail Existing Trail New Access New Access Existing Trail Existing Trail Existing Trail Existing Trail Existing Trail Existing Trail Existing Trail New Access New Access New Access New Access New Access


Coordinates

UTM Zone 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8

Easting 506830.00 m E 507351.00 m E 509003.46 m E 509984.24 m E 510624.00 m E 510854.11 m E 510950.55 m E 510979.25 m E 511063.46 m E 511428.58 m E 511616.05 m E 511973.91 m E 512042.76 m E 513456.67 m E 514008.00 m E 515275.00 m E 515738.00 m E 516500.00 m E

Northing 7112607.00 m N 7112981.00 m N 7113241.58 m N 7113990.91 m N 7115299.00 m N 7117339.66 m N 7118143.69 m N 7118316.54 m N 7118497.20 m N 7119061.95 m N 7119217.61 m N 7119389.65 m N 7119590.43 m N 7121337.41 m N 7120658.00 m N 7119910.00 m N 7119798.00 m N 7119412.00 m N

Name of Watershed (see Figure 4) Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Scougale Creek Beaver River Beaver River Beaver River Beaver River Beaver River

Name of watercourse Beaver River


Predominant type of aquatic habitat Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine

Physical

wetted width 0.71 1.4 2.5 0.68 0.51 0.9 0.85 3.9 44

wetted depth 0.24 0.21 0.28 0.29 0.14 0.2 0.2 0.35

bankful width 0.9 3 3.8 2.4 1.8 1.3 2.5 4.5 ? +5

bankful depth 0.4 0.3 0.55 0.55 0.45 0.55 1.1 0.85

gradient 1 <8 1.8* <8 <8 1.1* 3.5* 0.7* 3.0* 2.5* 2.0* <8 <8 <8 6.2* <8 <8 <8 <8

Water Velocity (m/s) 0.64 0.43 2.3 0.54 0.87 0.4 0.4 2.1

Flow (m3

/s) 0.11 0.19 1.68 0.11 0.06 0.07 0.07 2.87

Substrates

dominant substrates at crossing 2 Sand and small

gravels

Fines, sand and

gravel

Gravels, cobbles,

small boulderSand and gravel Fines and sand Fines and sand Fines

Boulders and

cobbles

terrain& surficial geology 3 Cf; colluvial fan Cf; colluvial fan

FGdi; irregular,

discontinuous

glaciofluvial

sediments

FGdi; irregular,

discontinuous

glaciofluvial

sediments

FGdi; irregular,

discontinuous

glaciofluvial

sediments

Fgdi

(downstream);

irregular,

discontinuous

glaciofluvial

sediments; FGt

(upstream);

glaciofluvial fan

Cv/FGi; colluvium

veneer more

extensive than

irregular

glaciofluvial

sediments

Cv/FGi; colluvium

veneer more

extensive than

irregular

glaciofluvial

sediments

Cv/FGi; colluvium

veneer more

extensive than

irregular

glaciofluvial

sediments

Cv/FGi; colluvium

veneer more

extensive than

irregular

glaciofluvial

sediments

FGtd;

discontinuous,

terraced

glaciofluvial

sediments

FGtd;

discontinuous,

terraced

glaciofluvial

sediments

FGtd;

discontinuous,

terraced

glaciofluvial

sediments

Cf (downstream); colluvial fan;

FGa (upstream); glaciofluvial

sediments on moderate slope

Vegetation

riparian vegetation type 4 Wetland/Riparian White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce Wetland/Riparian Wetland/Riparian White Spruce Wetland/Riparian White Spruce White Spruce White Spruce

dominant riparian vegetation 2

lowlying, boggy,

grasses, willow

and alder, sparse

burned black

spruce

black spruce,

willow, open

understory; trees

in channel

willow, alder,

birch, black

spruce, some

white spruce

grass & willow at

crossing, sparse

mature spruce

adjacent

grass & willow at

crossing, mature

spruce adjacent

willow and alder

at crossing,

sparse black

spruce adjacent

willow and alder

at crossing,

sparse black

spruce adjacent

willow, alder,

sparse black

spruce and

aspen

open black

spruce, white

spruce, dwarf

birch, willow

and alder

Water Quality 2

Temperature ( °C) 2 2.6 3 1.6 1.1 1.2 0.9 3.2

pH 7.4 6 7.7 6.9 6.9 6.9 6.9 7.4

Conductivity ( µS.cm) 317 104.1 145.6 138.6 132.7 189.1 246.8 144

Total Dissolved Solids (mg/L) 367 118 163 163 159 225 297 160

Salinity (ppt) 0.27 0.09 0.12 0.12 0.11 0.16 0.22 0.12

Dissolved Oxygen (mg/L) 12.12 11.99 12.38 12.26 11.94 12.29 11.94 11.75

Turbidity (FNU) 2.75 127.26 1.37 2.41 40.11 16.42 24.66 23.87

Fish

known fish presence (sampled, confirmed) 4 NP, LW GR, BB, RW, CCG

Fish Habitat Suitability 5 Moderate-

Moderate

Moderate-

ModerateN/A N/A N/A Low N/A N/A Low Low Low

Moderate-

Moderate

Moderate-

ModerateLow Moderate-Low Low Low Low

Likelihood of fish presence 6 High High High High High High High High High High High High High High High High High High

Notes:1

Gradient determined from topographic maps (rise/run); gradients denoted by * were determined on site during Tetra Tech EBA's May 2016 field visit.2 Tetra Tech EBA. July 2016. Conceptual Design of Tote Road to Tiger Deposit, YT





Appendix B: Watercourse Crossing Details (continued)

Crossing ID 55.1 55.2 56.1 56.2 57.1 57.2 57.3 59.1 59.2 60.1 61.1

Location on Alignment 56+970 57+230 57+420 57+910 61+590

Photo available no no no yes yes yes yes no no no yes


Proposed crossing typeClosed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

Closed bottom

culvert

description CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP CSP


length (m) 12 12 12 12 12 12 12 12 12 12 12

width (m)

diameter (mm) - single culvert 1000 1200 900 800 800 1600 1400 1200 1400 1400 1800

diameter (mm) - double culvert 800 800 800 600 600 1200 1000 800 1000 1000 1400

Footprint (m2) - bridge (see Section 3.3)

Footprint (m2) - single CSP (see Section 3.3) 12 14.4 10.8 9.6 9.6 19.2 16.8 14.4 16.8 16.8 21.6

Footprint (m2) -double CSP (see Section 3.3) 19.2 19.2 19.2 14.4 14.4 28.8 24 19.2 24 24 33.6

New access/existing trail New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access New Access


Coordinates

UTM Zone 8 8 8 8 8 8 8 8 8 8 8

Easting 518668.48 m E 519126.30 m E 519366.13 m E 520298.64 m E 520547.95 m E 520732.14 m E 521200.18 m E 522156.85 m E 522636.95 m E 523704.85 m E 524443.54 m E

Northing 7120027.92 m N 7120029.70 m N 7120012.83 m N 7119910.58 m N 7119858.76 m N 7119819.38 m N 7119665.21 m N 7119030.49 m N 7118724.99 m N 7118202.97 m N 7118110.11 m N

Name of Watershed (see Figure 4) Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River Beaver River

Name of watercourse


Predominant type of aquatic habitat Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine Riverine

Physical

wetted width 0.45 0.8 1.3 2.1

wetted depth 0.07 0.15 0.1 0.25

bankful width 2 1.8 2.5 3.2

bankful depth 0.15 1.05 0.35 0.95

gradient 1 29 24 31no stream on map, but +20 gradient19.1* 18* 22.5* 23 23 35 18.2*

Water Velocity (m/s) 0.92 1.8 0.9 0.54

Flow (m3

/s) 0.03 0.22 0.14 0.28

Substrates

dominant substrates at crossing 2 Fines Fines and sand Fines and sand Sand and gravel

Cobble and

boulder

terrain& surficial geology 3

Vegetation

riparian vegetation type 4 White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce White Spruce

dominant riparian vegetation 2 willow, black

spruce

open grass and

low shrubs,

some willow and

black spruce

dense willow

and black spruce

willow and white

spruce

willow and alder,

open understory,

white spruce

Water Quality 2

Temperature ( °C) 2.4 2.2 2.2

pH 7.1 7.8 7.3

Conductivity ( µS.cm) 463.5 281.4 185.5

Total Dissolved Solids (mg/L) 529 324 213

Salinity (ppt) 0.4 0.24 0.16

Dissolved Oxygen (mg/L) 11.36 12.61 12.27

Turbidity (FNU) 3.15 0.35 1.19

Fish

known fish presence (sampled, confirmed) 4

Fish Habitat Suitability 5 Low Low Low Low Low Low Low Low Low Low Low

Likelihood of fish presence 6 Low Low Low High Low Low Low Low Low Unlikely Low

Notes:



1 Gradient determined from topographic maps (rise/run); gradients denoted by * were determined on site during Tetra Tech EBA's May 2016 field visit.

2 Tetra Tech EBA. July 2016. Conceptual Design of Tote Road to Tiger Deposit, YT



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