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April 2011 LESSER SLAVE RIVER Open-Water Hydraulic Surveys and River2D Modelling REPORT Report Number: 10-1326-0054 Distribution: 5 Copies: Lesser Slave Watershed Council 2 Copies: Golder Associates Ltd. Submitted to: Ms. Megan Payne, Executive Director Lesser Slave Watershed Council Box 2607 High Prairie, Alberta T0G 1E0

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Page 1: LESSER SLAVE RIVER

April 2011

LESSER SLAVE RIVER

Open-Water Hydraulic Surveys and River2D Modelling

REP

OR

T

Report Number: 10-1326-0054

Distribution:

5 Copies: Lesser Slave Watershed Council

2 Copies: Golder Associates Ltd.

Submitted to:Ms. Megan Payne, Executive Director Lesser Slave Watershed Council Box 2607 High Prairie, Alberta T0G 1E0

Page 2: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 i

Table of Contents

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

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

1.2  Study Objectives and Scope of Work .................................................................................................................. 1 

2.0  OPEN-WATER HYDRAULIC SURVEYS.......................................................................................................................... 4 

2.1  Site Selection and Study Boundary Confirmation ................................................................................................ 4 

2.2  Open–Water Hydraulic Surveys........................................................................................................................... 4 

2.3  Data Processing .................................................................................................................................................. 5 

2.4  Quality Assurance and Quality Control ................................................................................................................ 5 

3.0  MODELLING ANALYSIS .................................................................................................................................................. 7 

3.1  Model Selection and Description ......................................................................................................................... 7 

3.1.1  Model Selection ............................................................................................................................................. 7 

3.1.2  Description of the HEC-RAS Model ............................................................................................................... 7 

3.1.3  Description of the River2D Model .................................................................................................................. 7 

3.2  HEC-RAS Modelling Analysis .............................................................................................................................. 8 

3.3  River2D Modelling Analysis ............................................................................................................................... 11 

3.3.1  Model Setup ................................................................................................................................................. 11 

3.3.2  Model Calibration ......................................................................................................................................... 15 

4.0  MODEL APPLICATION .................................................................................................................................................. 22 

4.1  Modelling Scenarios .......................................................................................................................................... 22 

4.2  Modelling Results .............................................................................................................................................. 22 

4.2.1  Modelling Results for the 1:50-Year Low Flow Event ................................................................................... 22 

4.2.2  Modelling Results for the Bankfull Flow Event ............................................................................................. 25 

4.2.3  Modelling Results for the 100-Year Flood Event .......................................................................................... 25 

5.0  WETTED AREA RESPONSE RELATIONSHIP ............................................................................................................. 28 

TABLES

Table 1: Predicted Water Levels at the River2D Model Downstream Boundary ...................................................................... 11 

Table 2: Comparison of Surveyed and Calibrated Water Levels .............................................................................................. 17 

Table 3: Simulated Wetted Area and Discharge Results ......................................................................................................... 28 

Page 3: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 ii

FIGURES

Figure 1: Location of Project Site ............................................................................................................................................... 2 

Figure 2: River2D Modelling Study Area .................................................................................................................................... 3 

Figure 3: Surveyed Bathymetric Data ........................................................................................................................................ 6 

Figure 4: HEC-RAS Model Cross Sections ................................................................................................................................ 9 

Figure 5: Comparison of Surveyed and HEC-RAS Simulated Water Levels (Discharge =17.4 m3/s) ...................................... 10 

Figure 6a: Bed Elevation and River2D Mesh Systems for Low Flow Simulations .................................................................... 13 

Figure 6b: Bed Elevation and River2D Mesh Systems for High Flow Simulations ................................................................... 13 

Figure 7: Surveyed Substrate Distribution ................................................................................................................................ 14 

Figure 8a: Distribution of Calibrated Roughness Height Ks Values within the Main Channel .................................................. 16 

Figure 8b: Distribution of Calibrated and Estimated Roughness Height Ks Values for High Flow Simulations ........................ 16 

Figure 9: Comparison of Surveyed and River2D Simulated Water Levels (Discharge =17.4 m3/s) .......................................... 18 

Figure 10a: Simulated Velocity Profile at the 1st Transect ........................................................................................................ 19 

Figure 10b: Simulated Velocity Profile at the 2nd Transect ....................................................................................................... 19 

Figure 10c: Simulated Velocity Profile at the 3rd Transect ........................................................................................................ 20 

Figure 10d: Simulated Velocity Profile at the 4th Transect ........................................................................................................ 20 

Figure 11: Simulated Water Depths for River2D Model Calibration (Q=17.4 m3/s) .................................................................. 21 

Figure 12: Simulated Flow Velocities for River2D Model Calibration (Q=17.4 m3/s) ................................................................ 21 

Figure 13a: Simulated Surface Water Profiles for Low Flow Scenarios (Q=1 ~ 50 m3/s) ......................................................... 23 

Figure 13b: Simulated Surface Water Profiles for High Flow Scenarios (Q=50 ~ 170 m3/s) .................................................... 23 

Figure 14: Simulated Water Depth for the 50-Year Low Flow Event (Q=1 m3/s) ...................................................................... 24 

Figure 15: Simulated Velocity for the 50-Year Low Flow Event (Q=1 m3/s) ............................................................................. 24 

Figure 16: Simulated Water Depth for the Bankfull Flow Event (Q=50 m3/s) ........................................................................... 26 

Figure 17: Simulated Velocity for the Bankfull Flow Event (Q=50 m3/s) ................................................................................... 26 

Figure 18: Simulated Water Depth for the 100-Year Flood Event (Q=170 m3/s) ...................................................................... 27 

Figure 19: Simulated Velocity for the 100-Year Flood Event (Q=170 m3/s) ............................................................................. 27 

Figure 20: Simulated Wetted Area and Discharge Response Curve (Q=1 ~ 170 m3/s) ........................................................... 28 

APPENDICES

APPENDIX A REQUEST FOR PROPOSAL 

APPENDIX B 2011 WINTER FIELD SURVEY MEMO 

APPENDIX C PHOTOGRAPHS TAKEN DURING THE FIELD RECONNAISSANCE FROM OCTOBER 4 TO 8, 2010 

APPENDIX D A CD CONTAINING THE FINAL REPORT, FIELD SURVEY DATA, AND RIVER2D MODEL DATA FILES 

Page 4: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 1

1.0 INTRODUCTION 1.1 Background In September 2010, Golder Associates Ltd. (Golder) was commissioned by Lesser Slave Watershed Council

(LSWC) to develop predictive relationships between flow in the Lesser Slave River (LSR) and riverine hydraulic

habitat using the River2D model developed at the University of Alberta (http://www.river2d.ualberta.ca/). The

specific work scope pertains to hydraulic surveys and River2D modelling of a 4 km study reach of Segment 3 of

the LSR under open-water and ice-cover conditions (Appendix A). Figures 1 and 2 present the location of the

project site and the River2D modelling study area. The River2D modelling results from this study will be used by

LSWC to predict hydraulic habitat conditions under varying flow conditions in the LSR.

1.2 Study Objectives and Scope of Work The original scope of work included field surveys and modelling under open-water and ice-cover conditions.

During the ice-covered field survey in January 2011, it was determined that there were numerous open areas

throughout the study site that made continued field survey efforts unsafe. It was decided by Golder and LSWC

technical staff to suspend the winter field program and ice-covered modelling. A summary of the winter field

conditions is provided in Appendix B. The study scope of work was revised based on discussions with LSWC in

March 2011. The revised objectives of this study are as follows:

Conduct open-water hydraulic surveys;

Conduct HEC-RAS modelling analysis for open-water flow conditions to establish downstream boundary

conditions for River2D modelling;

Conduct River2D modelling analysis for open-water flow conditions; and

Prepare a study report for open-water flow conditions.

The revised scope of work for this study included river bathymetric data collection, integrated DEM creation, 1-D

and 2-D hydraulic model setup and calibrations, conducting model runs, reporting and documentation.

Page 5: LESSER SLAVE RIVER

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Page 6: LESSER SLAVE RIVER

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Page 7: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 4

2.0 OPEN-WATER HYDRAULIC SURVEYS

2.1 Site Selection and Study Boundary Confirmation A field reconnaissance was conducted by the study team members, including Ms. Meghan Payne of the LSWC,

Mr. Andrew Paul of Alberta Sustainable Resource Development (ASRD) and Mr. Kasey Clipperton and Mr. Jie

Chen of Golder’s project team. On October 4, 2010, the field crew and the reconnaissance team inspected

potential survey transect locations, confirmed the proposed 4 km river study site within Segment 3 of the LSR,

and discussed the survey extent above the top of bank. The field crew participated in the field reconnaissance

and were made aware of all the decisions regarding transect placement and required survey approach.

Photographs of the study reach were taken during the field reconnaissance and are presented in Appendix C.

The final definition of the site boundaries was discussed and confirmed with LSWC based on the field inspection

and review of existing information. The definition of the site boundaries includes the following considerations:

The site must be representative of the mesohabitat conditions within the river segment. The spatially

referenced polygon files (ESRI compatible) for mesohabitat was obtained from ASRD to assist in the site

selection.

The site must be representative of the hydraulic conditions within the river segment, including riffle, run and

pool sequences and major channel and floodplain features that affect river hydraulics.

A buffer zone extending upstream and downstream by two to three channel widths to eliminate boundary

condition anomalies when interpreting the River2D model output. The upstream and downstream

boundaries must have only a single channel.

2.2 Open–Water Hydraulic Surveys It is critical to obtain a detailed representation of bed topography in order to conduct accurate 1-D and 2-D

hydraulic modelling analysis. The field survey crew established site benchmarks on October 4, 2010 and

conducted open-water hydraulic surveys from October 5 to 8, 2010. The detailed transect and discharge

surveys were performed on October 7, 2010 when water levels were constant. The average discharge

measured was 17.4 m3/s, with discharge values fairly constant amongst the four transects (range of 17.0 m3/s to

17.6 m3/s). After an initial review of data coverage, it was determined that additional bathymetric coverage was

required at the downstream portion of the study site. A supplemental bathymetric survey was completed on

November 8, 2010 to support the development of River2D bed topography.

Advanced Real Time Kinematics (RTK) and Acoustic Doppler Profiler (ADP) survey instruments were used for

the river hydraulic surveys, including measurements of water surface elevations, flow depths, flow velocities and

discharges. A Leica GPS 1200 RTK system and a Sontek RiverSurveyor M9 ADP were used for data collection.

The RTK unit was used to accurately measure Northing and Easting positions and ground elevations of dry and

wadeable river bed portions, river banks and water surface elevations. The ADP, integrated with the RTK

system, was used to measure bathymetric data by surveying longitudinal and cross-sectional profiles of the

wetted river channel. During the survey, substrate was visually assessed and each survey point was coded with

a substrate category. The survey control for the study area was established using a survey grade GPS system,

and it was referenced to ASCM147777 and ASCM212530 in the NAD83 UTM Zone 11 coordinate system,

allowing for a survey accuracy of the RTK unit of +/- 2 cm. The ASCM212530 was also used as part of the

elevation check process for establishing the local benchmarks near the 1st Transect. The local benchmarks

Page 8: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 5

were then used to conduct the survey as a base setup point and control marker. The surveyed bathymetric data,

survey benchmarks and additional HEC-RAS survey transects (downstream of T4) are presented in Figure 3.

2.3 Data Processing The RTK calculates the elevation of a point in terms of an ellipsoidal model of the earth’s surface. Ellipsoidal

heights are then converted to orthometric elevations through the use of a Geodetic Separation Model (a

mathematical model created to calculate the separation between ellipsoidal and orthometric elevations). During

this survey, the RTK Base was set up over a known orthometric elevation. This value was inputted into the

system and the survey was completed in orthometric elevation. No further correction was required. The ADP

bathymetric and flow velocity data were processed using the Sontek RiverSurveyorLive software. The

RiverSurveyorLive software was used to process the collected data files. Corrections were made for instrument

compass errors using the optimal tracking method (i.e., RTK versus instrument bottom track). The corrected data

was exported in a complete dataset by RiverSurveyorLive via MatLab format. A MatLab script developed by

Golder then extracted the data applicable to the survey to a .csv format.

The following steps were completed as a quality control process to ensure data accuracy:

Values with unrealistic or missing Geodetic values were removed;

Values were sorted by depth and those outside reasonable bounds were removed, (this can occur in very

shallow water, generally much less than two percent of the total number of survey points);

Data was sorted by elevation, those above or below reasonable values were removed (when the RTK loses

its lock with the base an inaccurate elevation value is streamed to the ADP unit); and

Unrealistic water velocity and directional data was removed.

A geographic information system (GIS) was used to create an integrated digital elevation model (DEM). The

surveyed topographic and bathymetric data was merged with topographic data from the light detection and

ranging (LiDAR) data provided by ASRD to create an integrated DEM that could be used in the HEC-RAS and

River2D hydraulic modelling. The LiDAR data provided topographic detail of the floodplain that could not be

efficiently collected as part of the ground survey. The LiDAR data were adjusted to mesh with the ground survey

data based on the difference between the published elevation of ASCM147777, which was the base setup point

for the ground survey, and the LiDAR elevation at this point. The elevation difference between LiDAR and ASCM

benchmark datum was found to be 0.88 m (i.e., the LiDAR data was 0.88 meters higher than the benchmark).

Accordingly, the LiDAR dataset for the study site was adjusted by subtracting 0.88 m from LiDAR elevations to

generate the bed topography for use in the River2D modelling. After the adjustment, the LiDAR elevations were

within -0.23 m to 0.11 m of the surveyed elevations of the local benchmarks (ACSM212530, Golder1 and

Golder2) used for the ground survey.

2.4 Quality Assurance and Quality Control Quality assurance and quality control (QA/QC) of the collected data were conducted both in the field during data

collection and in the office during data processing. The QA/QC of the collected ADP data is described in

Section 2.3. The RTK data was sorted by detecting error of each point taken. Those points associated with an

error of greater than 0.05 m were removed.

Page 9: LESSER SLAVE RIVER

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Page 10: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 7

3.0 MODELLING ANALYSIS

3.1 Model Selection and Description 3.1.1 Model Selection

In this study, two hydraulic models (HEC-RAS and River2D) were selected for conducting modelling analysis of

the 4 km river study reach within Segment 3 of the LSR. The main considerations for the model selection are

described below.

HEC-RAS Model: This 1-D model is selected for generating estimated water levels for selected flow

modelling scenarios at the downstream boundary of the River2D model. HEC-RAS was selected to assist in

modelling for the following reasons:

Using the HEC-RAS model to predict water levels at the selected River2D model downstream boundary

will eliminate or minimize any downstream boundary effects in River2D.

HEC-RAS results will assist the River2D model calibration based on the relationship between the

Manning’s roughness n and the roughness height Ks.

As an additional benefit, the HEC-RAS model can be easily extended to include other LSR segments

once developed and is capable of conducting 1-D open-water and ice-cover river hydraulics.

River2D Model: This 2-D model was specified for application to this study in the RFP. The River2D model

is able to handle dry elements under a wide range of flows under open-water and ice-cover conditions. The

River2D model has a fish habitat component, which is based on the Weighted Useable Area (WUA)

concept used in the PHABSIM family of fish habitat models. The River2D model is required in this study to

simulate flows ranging from the 1:50-year regulated low flow (i.e., 1.0 m3/s) to the 100-year naturalized

flood flow (170 m3/s) in the LSR.

3.1.2 Description of the HEC-RAS Model

In this study, the HEC-RAS (Version 4.1, dated January 2010) model was used to route flows ranging from

1.0 m3/s to 170 m3/s along the LSR Segment 3 study reach.

HEC-RAS is a hydraulic model that can be used to perform one-dimensional calculations for natural and

constructed channels. This model was developed by the Hydrologic Engineering Center of the U.S. Army Corps

of Engineers (USACE, 2010). The software has a graphical user interface, separate hydraulic analysis

components, data storage and management capabilities, and graphics and reporting facilities. The HEC-RAS

model was developed for calculating water surface profiles for steady and unsteady events by solving the energy

equation between cross-sections. It can be used for modelling mixed flow regimes that includes subcritical,

supercritical, hydraulic jumps and draw-downs in the unsteady flow module. HEC-RAS is a commonly-used

model for flood modelling analysis in North America. It can be used for both steady-state and unsteady-state

flood profile computations.

3.1.3 Description of the River2D Model

River2D is a two-dimensional depth averaged finite element hydrodynamic model. It is a public-domain program

developed by Professor Steffler at the University of Alberta. In this study, the latest version (Version 0.95a dated

January 2010) of River2D model was used.

Page 11: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 8

The River2D model suite consists of four computer programs, including the R2D_Bed, R2D_Ice, R2D_Mesh and

RIVER2D. All of these programs have graphical user interfaces. R2D_Bed was designed for editing bed

topography data. R2D_Ice was designed for developing ice topography to be used for modelling of ice-covered

flows. R2D_Mesh is used for the development of computational meshes that are used as input for River2D.

These programs are typically used in succession. The normal modelling process involves creating a preliminary

bed topography text file from the processed field data, and then editing and refining it using R2D_Bed. The

resulting bed topography file is used in R2D_Mesh to develop a computational discretization as input to River2D.

River2D is then used to solve for the water depths and flow velocities throughout the discretization and to

visualize and interpret the model predictions.

The River2D model is intended for use on natural streams and rivers and has special features for

accommodating supercritical and subcritical flow transitions and variable wetted area. It is a transient model but

provides for an accelerated convergence to steady-state conditions. The River2D environment has a number of

options to aid the user in visualizing the progression and/or final results of the hydrodynamic computations

including colour maps, contour maps and velocity vector fields.

3.2 HEC-RAS Modelling Analysis The HEC-RAS modelling includes the following task activities for open-water flow conditions:

Set up the HEC-RAS model using surveyed river cross-sections and cross-sections derived from the DEM.

The locations of the cross-sections for modelling water surface elevations in HEC-RAS are shown in

Figure 4.

Calibrate the HEC-RAS model based on the measured open-water level and discharge data (i.e.,

17.4 m3/s) on October 7, 2010.

Conduct a total of 20 model runs for various selected discharges (from 1.0 m3/s to 170 m3/s) under open-

water flow conditions. The water levels predicted by the HEC-RAS model were used as the downstream

boundary conditions of the River2D model in Section 5.0.

The HEC-RAS model was calibrated against surveyed water levels along the 4.7 km study reach. Figure 5

compares the calibrated water surface profile to the surveyed water surface elevation data. This comparison

shows that the calibrated water surface profile matches very well with the surveyed data. The relative difference

between the simulated and surveyed water levels is ±0.02 m. The calibrated Manning’s n values range from

0.031 to 0.041 along this study reach.

Page 12: LESSER SLAVE RIVER

Less

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Page 13: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 10

Figure 5: Comparison of Surveyed and HEC-RAS Simulated Water Levels (Discharge =17.4 m3/s)

A total of 20 model runs was carried out for various selected discharges (from 1.0 m3/s to 170 m3/s) under open-

water flow conditions. Table 1 summarizes the predicted water levels at the River2D model downstream

boundary. The River2D model downstream boundary is shown on Figure 4.

562.0

564.0

566.0

568.0

570.0

572.0

574.0

576.0

0.0 1.0 2.0 3.0 4.0 5.0

Ele

vatio

n (m

)

Distance (km)

Simulated Surface Water Profile

Surveyed Surface Water Elevation

LSR Channel Thalweg Profile

River2D Model DownstreamBoundary                 

(4th Transect)

HEC‐RAS Model DownstreamBoundary

3rd Transect2nd Transect

HEC‐RAS Model Upstream Boundary             

(1st Transect)

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 11

Table 1: Predicted Water Levels at the River2D Model Downstream Boundary

Model Run I.D.

River Flow (m3/s)

Predicted Water Level by HEC-RAS Model

(m)

1 1 570.17

2 2 570.34

3 4 570.57

4 6 570.75

5 8 570.89

6 10 571.03

7 15 571.32

8 17.4 (Model Calibration) 571.44

9 20 571.58

10 25 571.81

11 30 572.02

12 35 572.21

13 40 572.39

14 45 572.56

15 50 572.73

16 60 573.04

17 70 573.32

18 80 573.58

19 100 574.05

20 125 574.59

21 170 575.44

3.3 River2D Modelling Analysis 3.3.1 Model Setup

Data Sources

Sources of data and information for developing a River2D model are listed as follows:

Existing LiDAR Digital Elevation Model (DEM) obtained from ASRD and adjusted to mesh with the ground

survey data as described in Section 2.3;

A detailed river bathymetry and hydraulic survey by Golder in October and November 2010;

Site information (i.e., vegetation, soil and river bed materials) collected by Golder in October, 2010; and

Other relevant information supplied by LSWC for this study.

The bed topography within the study area was based on the integrated DEM for the floodplain and channel

bathymetry. The bed topographic data was used to generate the bed file in the River2D model.

Page 15: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 12

Mesh Generation

An appropriate mesh system is required to ensure numerical stability and accuracy in the River2D model. Two

model mesh systems were generated to simulate low flow and high flow scenarios separately, such that the low

flow mesh was used for all simulations below bankfull elevation and excluded the floodplain to allow for faster

model convergence.

Figures 6a and 6b present the two final mesh systems with triangular finite elements, which were generated for

the River2D modelling of LSR low flow and high flow hydraulics, respectively. They have the following features:

A computational domain was defined by exterior boundaries. The domain extent was determined

considering the following factors:

Study area of interest;

Computational time (i.e. larger domains have longer run times); and

Flow conditions (i.e., low flows vs. high flows).

Breaklines were applied at locations of significant topographic changes, including top and bottom of river

banks.

The low flow mesh grid size was set to 8 m for the main channel, and refined to 5 m along the river banks.

The high flow mesh grid size was set to 20 m for the floodplains, 8 m for the main channel, and refined to

5 m along the river banks.

The mesh systems were optimized through adjustments to the nodes and grid connections to improve the

mesh quality until a satisfactory quality index (QI) value was obtained. A QI value of greater than 0.15 is

considered to be acceptable for River2D modelling.

The final low flow mesh system created for this study consists of approximately 9,000 nodes and 17,000

finite elements with an optimized QI value of 0.37. The final high flow mesh system created for this study

consists of approximately 15,000 nodes and 28,000 finite elements with an optimized QI value of 0.35.

Initial Roughness Height Selection

The bed roughness, in the form of roughness height Ks (m), is required for River2D modelling. Observations of

bed materials, land formation and vegetation provide a physical basis for selecting reasonable initial values of

bed roughness. Site photographs presented in Appendix C were taken during the field inspection to show bed

materials, vegetation on river banks, and floodplain areas. The river substrate was visually assessed throughout

the study area as part of the field survey. The river bed materials in the study site mainly consist of fines (i.e.,

sand and silt) with patches of gravels and cobbles near the downstream portion of the study site; which

corresponds well with the substrate distribution identified for Segment 3 as a whole, as described in the RFP.

The substrate distribution throughout the study site is presented in Figure 7. The bed medium particle size D50 is

0.2 mm (for sand and silt) according to “Hydraulic and Geomorphic Characteristics of Rivers in Alberta” (Alberta

Research Council, 1972), with a typical range of roughness height from 0.006 to 0.1 m. The vegetation cover on

the floodplain consists of mainly dense tall trees and willows, and vegetated areas are typically assigned a

roughness height of greater than 1.0 m. Further adjustments of Ks values were made during the model

calibration process as described in Section 3.3.2.

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Hig

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 Total Num

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 Total Num

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 Mesh Qua

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Upstream Bou

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Dow

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Pu

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(m) (m

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 15

Boundary Condition Setup

In this study, discharge was assigned as the upstream hydraulic boundary condition. Water level was assigned

as the downstream hydraulic boundary condition. For model calibration, measured discharge and water level

data were used. For model application, 20 flow scenarios were identified with discharge values ranging from

1 m3/s to 170 m3/s, as shown in Table 1. The corresponding water levels at the downstream boundary were

simulated using the calibrated HEC-RAS model for this study (Section 3.2).

3.3.2 Model Calibration

The roughness height is the primary model parameter for River2D model calibration. Selection of initial Ks

values includes consideration of river bed/bank materials, vegetation cover, literature review of similar river

systems, and site information collected during the field survey and inspection. The roughness heights Ks are

adjusted until a good match is obtained between the measured and simulated water levels and further adjusted

based on comparisons between measured and simulated velocity profiles along the study reach. The River2D

model was calibrated under open-water low flow conditions.

The river bed roughness height Ks was initially calibrated based on the measured river discharge (17.4 m3/s) and

water levels on October 7, 2010. It was further adjusted using the measured depth-average velocity profiles at

four selected transects. Four river bed roughness height values (Ks=0.02 m, 0.025 m, 0.06 m and 0.20 m) were

tested during the model calibration process. Based on these initial results, two river bed roughness heights (i.e.,

Ks = 0.02 m for the upper study reach and Ks =0.06 m for the 0.4 km lower study reach) were selected in

consideration of the low flow model calibration, river bed materials, our River2D modelling experience and

judgement. Typical values of bed roughness for sand/silt (for the upper reach) range from 0.006 to 0.1 m and

the value chosen falls within this range. Typical values of bed roughness for cobbles/gravel (for the lower reach)

range from 0.02 to 0.3 m and the value chosen falls within this range. The floodplain Ks values were selected to

be 2.0 m to 4.0 m based on the field inspection of the study site and our modelling experience and judgement as

there was no field data to use for calibration of high flows. Figure 8 illustrates the distribution of Ks values over

the River2D modelling area.

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8a:

Dis

trib

utio

n of

Cal

ibra

ted

Rou

ghn

ess

Hei

ght K

s V

alu

es w

ithin

the

Mai

n C

hann

el

Fig

ure

8b:

Dis

trib

utio

n of

Cal

ibra

ted

and

Est

imat

ed

Ro

ughn

ess

Hei

ght K

s V

alu

es fo

r H

igh

Flo

w S

imu

latio

ns

Upstream Bou

ndary

Dow

nstream Bou

ndary

Pul

p M

ill E

fflu

en

t

N

(m)

ks=

2.0

m

ks=

4.0

m

ks=

0.02

m

ks=

0.06

m

(m)

ks=

0.06

m

ks=

0.02

m

Upstream Bou

ndary 

Dow

nstream Bou

ndary

Pul

p M

ill E

fflue

nt

N

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 17

Water Level Calibration

Table 2 compares the surveyed water levels to those calibrated by the River2D model. The relative difference

between the calibrated and surveyed water levels is ±0.02 m.

Table 2: Comparison of Surveyed and Calibrated Water Levels

Distance from 1st Transect

(m)

Channel Thalweg

(m)

Surveyed Water Level

(m)

Simulated Water Level

(m)

Water Level Difference

(m)

Measured Discharge

(m3/s) Notes

0 570.01 571.89 571.89 0.00 17.03 1st Transect

615 569.76 571.82 571.82 0.00 -

856 564.22 571.81 571.80 -0.01 -

1324 569.86 571.79 571.78 -0.02 -

1776 570.21 571.76 571.75 -0.01 -

2188 570.28 571.72 571.72 0.00 17.4 2nd Transect

2832 568.99 571.63 571.63 -0.01 17.6 3rd Transect

3468 570.21 571.56 571.58 0.02 -

4048 570.06 571.44 571.44 0.00 17.6 4th Transect

Figure 9 presents the calibrated water level profiles along the LSR Segment 3 study reach for the open-water

calibration conditions. This comparison shows that the calibrated water surface profile matches very well with

the surveyed water surface elevation data.

Velocity Comparisons

Figures 10a, b, c & d present the calibrated flow velocity profiles at the four transects along the study reach. The

simulated velocity profiles were compared to the measured velocities to qualitatively assess similarity in

magnitude and distribution. The simulated velocities match well with the measured velocities at the calibration

discharge and no further adjustment to the model was required. Figure 11 and Figure 12 present the simulated

water depths and velocities, respectively, along Segment 3 study reach for the open-water calibration conditions.

Page 21: LESSER SLAVE RIVER

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April 2011 Report No. 10-1326-0054 18

Figure 9: Comparison of Surveyed and River2D Simulated Water Levels (Discharge =17.4 m3/s)

562.0

564.0

566.0

568.0

570.0

572.0

574.0

576.0

0.0 1.0 2.0 3.0 4.0 5.0

Ele

vatio

n (m

)

Distance (km)

Simulated Surface Water Profile

Surveyed Surface Water Elevation

LSR Channel Thalweg Profile

River2D  ModelDownstreamStudy 

Boundary                 (4th Transect)3rd Transect2nd Transect

Upstream Study Boundary             

(1st Transect)

Page 22: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 19

Figure 10a: Simulated Velocity Profile at the 1st Transect

Figure 10b: Simulated Velocity Profile at the 2nd Transect

568

569

570

571

572

573

574

575

576

-1.00

-0.75

-0.50

-0.25

0.00

0.25

0.50

0.75

1.00

0 10 20 30 40 50 60 70

Ele

vatio

n (m

)

Ve

loci

ty (

m/s

)

Distance from Left Bank (m)

Simulated Velocity

Surveyed Water Level

Surveyed River Bed

Measured Average Velocity

568

569

570

571

572

573

574

575

576

-1.00

-0.75

-0.50

-0.25

0.00

0.25

0.50

0.75

1.00

0 10 20 30 40 50 60 70

Ele

vatio

n (m

)

Ve

loci

ty (

m/s

)

Distance from Left Bank (m)

Simulated Velocity

Surveyed Water Level

Surveyed River Bed

Measured Average Velocity

Page 23: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 20

Figure 10c: Simulated Velocity Profile at the 3rd Transect

Figure 10d: Simulated Velocity Profile at the 4th Transect

568

569

570

571

572

573

574

575

576

-1.00

-0.75

-0.50

-0.25

0.00

0.25

0.50

0.75

1.00

0 10 20 30 40 50 60 70

Ele

vatio

n (m

)

Ve

loci

ty (

m/s

)

Distance from Left Bank (m)

Simulated Velocity

Surveyed Water Level

Surveyed River Bed

Measured Average Velocity

568

569

570

571

572

573

574

575

576

-1.00

-0.75

-0.50

-0.25

0.00

0.25

0.50

0.75

1.00

0 10 20 30 40 50 60 70

Ele

vatio

n (m

)

Ve

loci

ty (

m/s

)

Distance from Left Bank (m)

Simulated Velocity

Surveyed Water Level

Surveyed River Bed

Measured Average Velocity

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Sim

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Wat

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epth

s fo

r R

iver

2D M

odel

Ca

libra

tion

(Q=

17.4

m3/s

)

F

igur

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2: S

imul

ate

d F

low

Vel

ociti

es fo

r R

ive

r2D

Mod

el C

alib

ratio

n (Q

=17

.4 m

3/s

)

Upstream Bou

ndary 

Dow

nstream Bou

ndary

Pul

p M

ill E

fflu

ent

N

Upstream Bou

ndary

Dow

nstream Bou

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Pu

lp M

ill E

fflu

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t

N

(m/s

)

(m)

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April 2011 Report No. 10-1326-0054 22

4.0 MODEL APPLICATION

4.1 Modelling Scenarios The calibrated River2D model was used to simulate a total of 20 river flow scenarios. The water levels at the

downstream boundary were estimated using the calibrated HEC-RAS model results presented in Section 3.2

(Table 1).

4.2 Modelling Results Figures 13a and 13b present the simulated surface water profiles for low flow and high flow scenarios,

respectively. The spatial distributions of surface water level, water depth and flow velocity were simulated for

each of these flow scenarios. The modelling results for three flow events (1 m3/s, 50 m3/s and 170 m3/s) are

presented and discussed in the following sections. These flows represent the 1:50-year low flow, bankfull flow,

and the 1:100-year flood flow events for the LSR at the lake outlet.

4.2.1 Modelling Results for the 1:50-Year Low Flow Event

Figures 14 and 15 present the modelling results (i.e., water depth and flow velocity) for the 1:50-year low flow

event (Q=1 m3/s). The key findings are summarized as follows:

The 50-year low flow event is contained in the LSR channel. The surface water elevation drops gradually

from 571.15 m to 571.10 m along the 3.5 km upper river reach, but it drops significantly from 571.10 m to

570.30 m along the 0.5 km lower reach where gravels/cobbles present in the river bed (Figure 13a). This

suggests that the river bed profile would significantly affect water surface profiles under extremely low flow

conditions.

The average flow depth is approximately 1.1 m along the study reach and ranges from 0.5 m at the

downstream boundary to 6.9 m at a location approximately 0.9 km downstream from the 1st Transect at the

upstream boundary where a deep scour hole is located.

The average flow velocity in the channel is 0.1 m/s and ranges from 0.04 m/s to 0.7 m/s.

Page 26: LESSER SLAVE RIVER

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April 2011 Report No. 10-1326-0054 23

Figure 13a: Simulated Surface Water Profiles for Low Flow Scenarios (Q=1 ~ 50 m3/s)

Figure 13b: Simulated Surface Water Profiles for High Flow Scenarios (Q=50 ~ 170 m3/s)

564.0

565.0

566.0

567.0

568.0

569.0

570.0

571.0

572.0

573.0

574.0

0.0 1.0 2.0 3.0 4.0 5.0

Ele

vatio

n (m

)

Distance (km)

50 m³/s

45 m³/s

40 m³/s

35 m³/s

30 m³/s

25 m³/s

20 m³/s

17.4 m³/s

15 m³/s

10 m³/s

8 m³/s

6 m³/s

4 m³/s

2 m³/s

1 m³/sRiver2D Model 

DownstreamStudy Boundary                 

(4th Transect)

3rd Transect2nd Transect

Upstream Study 

Boundary             (1st Transect)

Channel Thalweg

564.0

566.0

568.0

570.0

572.0

574.0

576.0

0.0 1.0 2.0 3.0 4.0 5.0

Ele

vatio

n (m

)

Distance (km)

170 m³/s

125 m³/s

100 m³/s

80 m³/s

70 m³/s

60 m³/s

50 m³/s

River2D Model DownstreamStudy 

Boundary                 (4th Transect)

3rd Transect2nd Transect

Upstream Study Boundary             

(1st Transect)

Channel Thalweg

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Sim

ulat

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Wat

er D

epth

for

the

50-Y

ear

Low

Flo

w E

vent

(Q

=1

m3/s

)

Fig

ure

15:

Sim

ulat

ed

Vel

ocity

for

the

50-Y

ear

Low

Flo

w E

vent

(Q

=1

m3/s

)

Upstream Bou

ndary

Dow

nstream Bou

ndary

Pu

lp M

ill E

fflu

en

t

N

Dep

th (

m)

Upstream Bou

ndary 

Downstream Bou

ndary

Pu

lp M

ill E

fflue

nt

N

Vel

ocity

(m

/s)

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April 2011 Report No. 10-1326-0054 25

4.2.2 Modelling Results for the Bankfull Flow Event

Figures 16 and 17 present the modelling results for the bankfull flow event with the best estimated river flow of

50 m3/s. The key findings are summarized as follows:

The bankfull flow is contained in the LSR channel throughout the majority of the study reach with minor

bank overtopping in localized areas. The surface water elevation drops only 0.27 m (from 573.00 m to

572.73 m) along the 4 km study reach, see Figure 13a. The predicted surface water slope is 0.0067%.

The average flow depth is approximately 2.8 m along the study reach and ranges from 2.6 m to 8.7 m at a

location approximately 0.9 km downstream from the 1st Transect at the upstream boundary.

The average flow velocity in the channel is 0.6 m/s and ranges from 0.5 m/s to 0.9 m/s.

4.2.3 Modelling Results for the 100-Year Flood Event

Figure 18 and 19 present the modelling results for the 100-year flood event (Q=170 m3/s). The key findings are

summarized as follows:

Most of the floodplain areas along the study reach are predicted to be inundated. The surface water

elevation drops only 0.18 m (from 575.62 m to 575.44 m) along the 4 km study reach (Figure 13b). The

predicted surface water slope is 0.0043%.

The average flow depth is approximately 5.5 m along the study reach and ranges from 5.2 m to 11.4 m at a

location approximately 0.9 km downstream from the 1st Transect at the upstream boundary.

The average flow velocity in the channel is 0.8 m/s and ranges from 0.5 m/s to 1.2 m/s.

In practice, the floodplain roughness heights Ks should be calibrated based on measured discharges and water

levels under flood conditions. Lacking site-specific high flow survey data, the floodplain Ks values were

estimated based on field inspections, past high flow modelling experience and judgement. The field inspection

of the study site considered vegetation type, land formation and woody debris deposition on the floodplain.

In this study, the floodplain Ks values were selected to be 2.0 m to 4.0 m along LSR Segment 3 study reach.

Although uncertainty increases for modelled flows above bankfull, it is estimated that the predicted water levels

for the high flow simulations (including the 100-year flood event) are within the range of ± 0.3 m for the selected

floodplain Ks values.

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Wat

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for

the

Ba

nkfu

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054 28

5.0 WETTED AREA RESPONSE RELATIONSHIP The objective of this study was to develop a predictive relationship between the wetted area and river flow along

the LSR Segment 3. Figure 20 and Table 3 presents the simulated wetted area response curve for the study

site over the full range of river flows (1 ~ 170 m3/s). In total, 21 model runs were conducted using both the low

flow mesh (1 m3/s to 50 m3/s) and high flow mesh (60 m3/s to 170 m3/s).

Figure 20: Simulated Wetted Area and Discharge Response Curve (Q=1 ~ 170 m3/s)

Table 3: Simulated Wetted Area and Discharge Results

Simulated Discharge (m3/s)

Simulated Wetted Area(m2)

Simulated Discharge (m3/s)

Simulated Wetted Area (m2)

1 139,964 35 198,450 2 146,264 40 203,112 4 154,790 45 207,247 6 160,233 50 210,831 8 164,647 60 220,553 10 167,887 70 269,662 15 176,000 80 295,605 20 182,646 100 459,715 25 187,954 125 691,861 30 193,211 170 881,218

0

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900,000

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0 20 40 60 80 100 120 140 160 180

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Model calibration  

Page 32: LESSER SLAVE RIVER

LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

Report Signature Page

This report presents the open-water hydraulic surveys, the methodology and HEC-RAS and River2D modelling results along Segment 3 of the LSR study reach. Please direct any questions or clarification regarding the contents of this report to the following members who prepared this report.

GOLDER ASSOCIATES LTD.

Report prepared by Report reviewed by

Jie Chen, M.Sc., P.Eng Kasey Clipperton Hydrodynamic Modelling Specialist Associate, Senior Fisheries Biologist

Hua Zhang, Ph.D., P.Eng. Associate, Senior Water Resources Engineer

JC/KC/HZ/ab

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

r:\active\_2010\1326\10-1326-0054 lswc hydraulic survey slave river\reporting\final\final_report_lsr_survey_modelling_apr29.docx

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

APPENDIX A REQUEST FOR PROPOSAL

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RReeqquueesstt ffoorr PPrrooppoossaall

Hydraulic Surveys and River2D modelling – Lesser Slave River, Alberta

Lesser Slave Watershed Council June 30, 2010

Introduction

The Lesser Slave Watershed Committee (LSWC) was formed in 2000 to take action to ensure the

sustainability of the Lesser Slave Lake and its watershed. To achieve this goal, the LSWC is a

partnership arrangement with Alberta Environment, Alberta Sustainable Resource

Development, industry, municipalities, other organizations and citizens. The LSWC was formally

recognised as a Watershed Planning and Advisory Council under Alberta’s Water for Life

Strategy in early 2007. The mission statement of the LSWC is:

To be a proactive organization working towards the sustainability of the Lesser Slave

Lake watershed with regard to the economic, social and environmental health of the

region and its citizens.

To address their mission statement, the LSWC has identified numerous strategies within their

2010 business plan. Strategy 2.4 of the strategic business plan states:

“To determine the instream flow needs value for the Lesser Slave River.”

The LSWC realises that sufficient information must be collected to develop an informed water

conservation objective for aquatic environments within the Lesser Slave Watershed.

Accordingly, Strategy 2.4 of the business plan specifically addresses this need by identifying

several action items that the LSWC is working to complete.

• Develop an integrated hydrologic model for the watershed that can be used to

predict flow in the river.

• Develop predictive relationships between flow and riverine habitat.

• Create a water quality model for the river.

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• Develop a biological understanding of the relationship between fish, aquatic or

riparian communities, and river flow.

The intention of this proposed study is to continue development of year-round predictive

relationships between flow in the Lesser Slave River and riverine habitat. An instream flow

needs scoping study for the Lesser Slave River recommended a two-dimensional modelling

approach using River2D (http://www.river2d.ualberta.ca/) because of its capability to address:

complex back-waters; islands; and, surface ice conditions (Waddle et al. 1996; Golder 2004).

Results from the hydraulic models will be used by the LSWC to assess change in quantity and

quality of fish habitat or mesohabitat under varying flow conditions in the river (Parasiewicz

2001; Krstolic et al. 2006; Paul and Locke 2009a; Paul and Locke 2009b). To date, River2D

hydraulic modelling has been completed on Segment 2 of the river (AMEC 2008; AMEC 2009).

Background

The Lesser Slave River flows east from Lesser Slave Lake for approximately 75 km before

entering the Athabasca River (Mitchell and Prepas 1990; Figure 1). To alleviate flooding around

Lesser Slave Lake, the Lesser Slave River was altered through construction of a fixed-crest weir

with fish ladders and eight meander cut-offs; the Lesser Slave Lake Regulation Project was

completed in 1984 (Alberta Environmental Protection 1993). The weir and cut-offs are located

in segment four of the river and affect water levels in the lake by: a) reducing the range in water

level fluctuations from 3.5 to 2.7 metres; b) reduce mean lake level; and, c) reduce frequency

and duration of high and low water levels in the lake (Alberta Environmental Protection 1993).

The Lesser Slave River has complex fish movement patterns with fish moving to and from: the

lake; inflowing tributaries; and, the Athabasca River. There are known Walleye, Northern Pike,

Arctic Grayling, Mountain Whitefish, Burbot, Goldeye, shiners and suckers in the river. Oxbow

habitats likely have important links to pike spawning. The lake also provides unique fish

spawning and over-wintering capabilities. The Lesser Slave River contributes significant

amounts of oxygen in winter to the Athabasca River, dilutes effluents, is a source of drinking

water and is used for industrial and irrigation purposes.

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Purpose of Contract

The purpose of the contract is to:

Develop predictive relationships between flow in Segment 3 of the Lesser Slave River

and riverine habitat as defined by depth, velocity and substrate.

The contract will require detailed hydraulic surveys and hydrodynamic modelling under open-

water and ice-covered conditions within the Lesser Slave River.

Scope of Project

The Lesser Slave River has been broken into five river segments for instream flow needs study

based on: the weir’s presence; increased flow from the Saulteaux and Driftwood rivers; changes

in channel gradient and fish habitat; and, the presence of artificial cut-off meander bends for

the purpose of river straightening and flood alleviation (Golder 2004). The proposed project will

focus on Segment 3 of the river and will establish a study site that is representative of

mesohabitat within that segment (Figure 1). Previous assessments have found mesohabitat

within Segment 3 to be dominated by deep low-velocity run habitat (98%) with pools and riffles

each comprising 1% of the remaining habitat (Bentley and Paul 2007). Substrate in Segment 3

consists primarily of fines which was the dominant substrate type over 74% of the mesohabitat

area surveyed, cobbles were the dominant substrate for the remaining 26% (Bentley and Paul

2007).

A proposed River2D study site has been identified within Segment 3 (Figure 2). Composition of

runs, riffles and pools is representative at this site when compared to the river segment, with

runs and pools comprising 99% and 1% of the respective area (riffles are absent within the site).

However, substrate composition does differ from overall composition of Segment 3 as fines at

this site were dominant over 94% of the area (cobbles dominated for the remaining 6%).

Cobble substrate is more prevalent in the lower reaches of Segment 3 where riffle and pool

habitat occurs more frequently (Bentley and Paul 2007).

Although not within the scope of this project, a secondary reason for selecting the proposed

study site is because of its proximity to the pulp mill effluent discharge to the Lesser Slave River

(Figure 2). It is anticipated that information collected from this study could be used at a later

date to conduct two-dimensional water quality models downstream of the effluent discharge.

Therefore, and only if practical, the River2D study site should start upstream of the effluent

discharge location to allow potential water quality modelling in the future.

The total length of the study site is flexible but must be sufficient to accurately reflect riverine

habitat while at the same time meet budgetary restrictions listed within this Request for

Proposals (see Proposal Information). The proposed study site shown in Figure 2 is

approximately 4 km long (including the effluent discharge location).

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Project Components

1) Hydraulic Field Surveys

The contractor is required to identify the boundaries of an appropriate study site within

Segment 3 of the Lesser Slave River (see Figure 2 for a proposed location). The study site must

be representative of mesohabitat conditions present within this segment of the river.

Approximately 50% of the segment has been surveyed for mesohabitat types; composition of

riffles, runs and pools was determined to be 1%, 98% and 1%, respectively (Bentley and Paul

2007). Spatially referenced polygon files (ESRI compatible) for mesohabitat are available upon

request to assist in study site selection (contact Andrew Paul, Fish and Wildlife Division, 403-

851-2200). The selected study site must be approved by the Lesser Slave Watershed Council

prior to starting field work.

A buffer zone to the study site boundaries must extend upstream and downstream by 2-3

channel widths to eliminate boundary condition anomalies when interpreting River2D model

output. Upstream and downstream boundaries must have only a single channel.

At the selected study site, the following data are to be collected and reported:

• Open-water season

1. ASCM survey control reference locations and all other survey benchmarks must be

clearly identified in both a map figure and table format. Benchmarks must be

established so they can be located in subsequent years.

2. Water surface profile, velocities and discharge will be measured at cross-sectional

transects on the upstream and downstream boundaries of the study site for one

discharge.

3. Surveyed channel, bank and floodplain topography necessary to adequately model

microhabitat1 for the full range of flows proposed (1 – 170 m

3/s). Measurements

will follow topographic break lines, break-line features will be identified within the

field data. For areas between the break lines, topography must be measured at

intervals of ≤5m within the bankfull channel and ≤20m within the floodplain.

Floodplain topography must include sufficient measurements to accommodate

modelled flow events up to 170 m3/s.

4. At each survey location, 3D positional data (±2 cm accuracy) will be recorded.

5. Substrate will be mapped using a modified Wentworth scale to represent a range of

bed material sizes from silt to boulders. Substrate codes must be listed within the

‘Methods’ section of the final report.

6. Water surface profiles will be collected along the left- and right-hand banks

longitudinally across the study site at one discharge. These data will be used to

calibrate the River2D model.

1 The River2D model must be able to accurately predict microhabitat as defined by water depth, velocity and

substrate type.

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7. Water surface profile, velocities, water depths and discharge must also be measured

for at least two additional cross-sectional transects within the study site for a single

discharge. These data will not be used to calibrate River2D but rather to validate

model predictions. Cross sections should be located in: 1) a deeper run; and, 2) at a

shallower run or riffle. Although not within the scope of this project, transects may

be used by the LSWC to further validate model predictions at discharges different

from those used during calibration. Therefore, benchmarks must be established on

the right and left banks of each transect.

• Ice-covered season

1. ASCM survey control reference locations and all other permanent survey

benchmarks must be clearly identified in both a map figure and table format.

Benchmarks must be established so they can be located in subsequent years.

2. Under-ice water surface profile, velocities and discharge will be measured at cross-

sectional transects on the upstream and downstream boundaries of the study site

for one discharge.

3. Surveyed ice-cover topography (including snow surface, top of ice surface, bottom

of ice surface and bottom of frazil ice) necessary to adequately model microhabitat

for the full range of ice-covered flows (1 – 170 m3/s).

4. In addition to ice topography, bed topography at critical breakpoint locations

determined during the open-water survey will be re-measured to determine

whether summer bed topography remains valid and can be used for ice-covered

modelling. Where bed topography has diverged sufficiently, additional surveying will

be required to accurately reflect the new topography. The final report must include

an assessment of the similarity or divergence between open-water and ice-covered

bed topography; and, how discrepancies were addressed.

5. At each survey location, 3D positional data (±2 cm accuracy) will be recorded.

6. Similar to the assessment of bed topography between open-water and ice-covered

surveys, substrate will be re-assessed at several key locations to determine whether

the open-water survey accurately reflects substrate under ice. Where substrate

types diverge, additional survey locations may be required to accurately map the

ice-covered substrate distribution.

7. Water surface profiles will be collected along the left- and right-hand banks

longitudinally across the study site at one discharge. These data will be used to

calibrate the River2D model.

8. Water surface profile, velocities, water depth and discharge must also be measured

for at least two additional cross-sectional transects within the study site for a single

discharge. These data will not be used to calibrate River2D but rather to validate

model predictions. Cross sections should be located in: 1) a deeper run; and, 2) at a

shallower run or riffle. Although not within the scope of this project, transects may

be used by the LSWC to further validate model predictions at discharges different

from those used during calibration. Therefore, benchmarks must be established on

the right and left banks of each transect.

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All spatial data will be collected using survey grade GPS or other surveying (e.g., total station)

equipment operated by experienced and qualified survey personnel. Positional data will be

recorded in UTM coordinates (NAD 83). Velocity measurements will be done using calibrated

meters.

At the start of field surveying, a member of the LSWC technical team will be present in the field

to: a) confirm the study site boundary locations; b) determine mid-site cross-sectional transects;

c) evaluate consistency of substrate index scores; and, d) assist the surveying crew to locate

topographic breaks and features within the channel.

2) River2D modelling

Survey data will be used to develop and calibrate a two-dimensional hydrodynamic model using

River2D (http://www.river2d.ualberta.ca/). Flows for the modelling should range from 170

m3/s down to at least 1 m

3/s which represent the 1:100 year naturalised flood flow and less

than the 1:50 year regulated low flow, respectively, for the Lesser Slave River at the outlet of

the lake (Golder 2004). If a flow lower than 1 m3/s can accurately be modelled, the lowest flow

for which the model is valid should also be completed. The number of modelled flows between

these extremes should be approximately 20 and their spacing follow a logarithmic series with

narrower intervals at the lower flows.

The bed (*.bed), mesh (*.msh), channel index (*.chi) and ice (*.ice, during winter) files used for

modelling must be provided at completion of the project. For each converged River2D

simulation at an identified flow, the River2D model output file (*.cdg) will also be provided. All

files should be stored within separate folders for the open-water and ice-covered seasons.

Naming conventions for folders and files must be described in an appendix to the final report.

The River2D model (*.cdg files) must include recent high resolution (≤1 m) GeoTIFF air photos of

the study site. If required, orthorectified air photos will be provided for use in this project by

Alberta Sustainable Resource Development at no cost (see Figure 2).

The proposed study does not require the proponent to develop habitat response curves for fish

(i.e., weighted usable area versus flow relationships). Results from this study will be used at a

later date to develop response curves based on fish habitat suitability criteria curves and

mesohabitat units. However, the study must provide a wetted area to flow response curve for

each of the open-water and ice-covered seasons.

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3) Deliverables

There are five project deliverables.

1. Preliminary organisation meeting with LSWC technical team in early September to

discuss design and study site selection. The meeting can be completed by

teleconference; however, a member of the LSWC technical team will be present at the

start of the field program.

2. Two memorandums provided to the LSWC indicating the contractor’s progress. The first

memorandum to be submitted at completion of the open-water field component; and,

the second would be submitted following completion of the ice-covered field

component. Memorandums would summarise: work completed; deviations from

expected timelines; outstanding issues; and, budget expenditures.

3. All field data provided in Excel spreadsheet format on CD or DVD. A glossary must be

included in the spreadsheet that deciphers all coding and structure of the spreadsheet

file.

4. River2D model input (*.bed, *.msh, *.ice, *.tif, *.chi and calibration data) and output

(*.cdg) files on CD or DVD.

5. A summary report that details for each of the open-water and ice-covered seasons:

a. Control points and benchmarks used for surveying. Include a map and table that

shows the location and coordinates of all benchmarks. Include the benchmarks

used for all cross-sectional transects.

b. Survey methods and equipment used. Provide details on when and by whom,

survey equipment was serviced or calibrated.

c. Methods used to measure depth, water velocity and substrate. Include a table

to describe substrate classification and coding. Provide details on when and by

whom, water velocity meters were calibrated.

d. Any issues or problems encountered during field work.

e. A map showing locations of bed topography surveys and all discharge/velocity

transects.

f. Maps showing bed elevations, substrate distribution and water surface

elevations.

g. Details of the River2D modelling including: mesh building; calibration, validation

and any specific modelling issues. Modelling issues should be discussed as to

how they affect accuracy or precision in the spatial distribution of depths or

velocities.

h. Modelled versus measured water surface elevations, depths and velocities at

the two validation transects.

i. Wetted area versus discharge plots for converged River2D output.

j. All other relevant details of the field or modelling work.

An appendix to the summary report will explain how field and model data are

conveniently and logically organised on the CD or DVD. The report must contain

sufficient methodological details to permit a third-party familiar with River2D to achieve

the converged simulations and to run simulations at additional flows. It is expected that

the LSWC technical team will need to run River2D simulations at flows not covered

within the contract.

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Project Details

– Reporting

Five hard copies and one electronic copy (.pdf format) of the final report shall be supplied to the

LSWC. Draft reports will be indexed by line number. Edits to the draft report will be provided by the

LSWC technical team in tabular format referencing line numbers from the draft report. The

contractor must identify within the provided review table what action was taken regarding each

edit.

– Data Files

• All field data including survey points, benchmarks, and location measures (e.g., velocity,

depth or substrate codes).

• All input files and calibration data for River2D (*.bed, *.msh, *.ice, *.chi and other files).

• All output (*.cdg) files for each flow.

• The GeoTIFF file used as the background image for River2D modelling (*.tif).

• Data files will be conveniently and logically organised on CD or DVD. An appendix to the

summary report will explain how the files are organised.

– Timing

• 27 July 2010 – Pre-submission meeting for interested contractors (attendance is not a

requirement for proposal submission).

• 13 August 2010 (16:30) – Proposals due.

• 31 August 2010 – Contract awarded.

• Early September 2010 – Teleconference (to be organised by the contractor) with the LSWC

technical team to review project details.

• September - October 2010– Open-water field work.

• November 2010 – First progress memorandum.

• January-February 2011 – Ice-covered field work.

• March 2011 – Second progress memorandum.

• 4 April 2011 – Final draft report due.

• 15 April 2011 – LSWC provides comments and edits on draft report.

• 29 April 2011 – Final report (including response to edits) due.

Proposal Information

By soliciting proposals, the LSWC in no way guarantees that the work described herein will be

undertaken. Compensation for preparation of proposals or attendance at the pre-submission

meeting will not be provided.

1) Deadline

A digital (.pdf format) copy of the proposal must be received prior to 16:30 MDT on 13 August 2010.

The proposal may be mailed on CD or sent by email but must be received by the LSWC before the

deadline.

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2) Budget

The total cost for the contract, including GST, should not exceed $125 000. Proposals should

distinguish within their budgets: costs for open-water and ice-covered field components; River2D

modelling; and report preparation.

Proposals should identify how the fixed budget influences the amount of work that will be

completed. Unit and total pricing, including estimates for travel, secretarial, office services, project

management and other administrative requirements must be broken down within the budgets.

2) Submission Location

Proposals must be submitted to:

Meghan Payne, BSc.

LSWC Executive Director

PO Box 2607

High Prairie, AB T0G 1E0

Email: [email protected]

3) Details

The proposal should include (but not be limited to):

1. sufficient detail to show a clear understanding of the project and related literature;

2. a description and rationale of the approach that will be used to complete the work;

3. proposed location, length and rationale of study site to be surveyed and modelled

using River2D;

4. names, qualifications and experience of personnel to be assigned to the project;

5. a statement indicating personnel listed in the proposal will complete the identified

tasks and any deviation from the listed persons would constitute a change to the

contract; and,

6. names of former clients for whom similar work has been performed, and who may

be used as references.

4) Evaluation

Proposals will be evaluated on:

1. ability to clearly detail how proposed work meets the contract’s purpose;

2. experience of the contractor and project team completing: the described field

work; River2D modelling; and, meeting contract deadlines;

3. ability for the contractor to deliver the proposed work within allotted time;

4. the contractors attention to safe operating practices working in river environments

especially during ice-covered conditions; and,

5. competitive and appropriate costs.

The lowest priced contract will not necessarily be accepted.

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5) Pre-Submission Meeting

A question and answer meeting will be held for interested bidders on Tuesday, 27 July 2010 at 10am

in Edmonton at: 111 Twin Atria Building, 4999-98Ave, Boardroom 105. Teleconference and

LiveMeeting capabilities will be provided for those wishing to attend remotely.

Attendance at the meeting is not mandatory for submission of proposals. Items discussed at the

meeting will be summarised in notes and can be made available upon request; however, there is no

guarantee or assurance from the LSWC that the notes represent a thorough transcription.

Contact Meghan Payne (780-523-9800, [email protected]) prior to 23 July 2010 to indicate

whether you will be attending the meeting in person or remotely.

6) Further Information

For questions related to project management or related to the LSWC, please contact:

Meghan Payne, BSc.

Executive Director, LSWC

Phone: (780) 523 9800

Email: [email protected]

The LSWC technical team provides scientific advice to the LSWC for the proposed project. For

technical questions, please contact:

Andrew Paul

Provincial Instream Flow Needs Biologist

Alberta Sustainable Resource Development

403-851-2200, [email protected]

7) Freedom of Information and Protection of Privacy Act (FOIP)

Given participation of the Government of Alberta in the LSWC, all companies and consultants must

be aware that the Government of Alberta has passed the Freedom of Information and Protection of

Privacy Act (hereinafter referred to as the Act). All information and documents submitted to the

LSWC and in the custody of Alberta Environment (AENV) or Sustainable Resource Development

(SRD) are subject to the provisions of the Act. If you require further information about the Act,

please contact the Government of Alberta Freedom of Information and Protection of Privacy office

at 780-427-4429.

The Act grants a right of access to records in AENV’s or SRD’s custody or control and prohibits

amongst other things the departments from disclosing information where disclosure would be

harmful to your business interests as defined in section 15 of the Act or would be an unreasonable

invasion of your personal privacy as defined in section 16 of the Act. The Government of Alberta

routinely discloses information and records in the custody and under the control of their

departments pursuant to the Act. Should your proposal contain any information such as trade

secrets, processes or techniques, commercial or financial, the release of which would harm your

business interests, please identify such information so that you may be contacted should a request

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be made to access the information. Please note that the LSWC cannot guarantee that any

information submitted and provided to AENV or SRD will remain confidential.

References

Alberta Environmental Protection (1993) Lesser Slave regulation status report, Prepared by Alberta

Environmental Planning Division, Edmonton, Alberta.

AMEC (2008) Open water hydraulic surveys and River2D modeling Lesser Slave River, Alberta,

Prepared by AMEC Earth & Environmental, Calgary, Alberta for the Lesser Slave Watershed

Council, Slave Lake, Alberta.

AMEC (2009) Ice cover hydraulic survey and River2D modelling Lesser Slave River, Alberta, Prepared

by AMEC Earth & Environmental for the Lesser Slave Watershed Council.

Bentley, C.F. and Paul, A.J. (2007) Lesser Slave River riverine habitat assessment report (DRAFT),

Prepared by Fish and Wildlife Division, Alberta Sustainable Resource Development.

Golder (2004) Lesser Slave River instream flow needs scoping study, Prepared by Golder Associates

Ltd., Calgary, Alberta for Alberta Environment, Peace River, Alberta.

Gordon, N.D., McMahon, T.A. and Finlayson, B.L. (1992) Stream Hydrology: an Introduction for

Ecologists, edn. John Wiley & Sons.

Krstolic, J., Hayes, D.C. and Ruhl, P.M. (2006) Physical habitat classification and instream flow

modeling to determine habitat availability during low flow periods, North Fork Shenandoah

River, Virginia, U.S. Geological Survey, Reston, Virginia.

Mitchell, P. and Prepas, E. (1990) Atlas of Alberta Lakes, The University of Alberta Press.

Parasiewicz, P. (2001) MesoHABSIM: A concept for application of instream flow models in river

restoration planning. Fisheries 26, 6-13.

Paul, A.J. and Locke, A. (2009) Evaluation criteria for flow alternations in the lower Athabasca River -

abundance and diversity of mesohabitat, Prepared by Fish and Wildlife Division, Alberta

Sustainable Resource Development for the Instream Flow Needs Technical Task Group,

Surface Water Working Group, CEMA.

Paul, A.J. and Locke, A. (2009) Evaluation criteria for flow alternations in the lower Athabasca River -

fish habitat, Prepared by Fish and Wildlife Division, Alberta Sustainable Resource

Development for the Instream Flow Needs Technical Task Group, Surface Water Working

Group, CEMA.

Waddle, T., Steffler, P., Ghanem, A., Katopodis, C. and Locke, A. Comparison of one and two-

dimensional open channel flow models for a small habitat stream. Rivers 7, 205-220.

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

APPENDIX B 2011 WINTER FIELD SURVEY MEMO

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DRAFT

Golder Associates Ltd.

102, 2535 - 3rd Avenue S.E., Calgary, Alberta, Canada T2A 7W5 Tel: +1 (403) 299 5600 Fax: +1 (403) 299 5606 www.golder.com

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1.0 INTRODUCTION In the summer of 2010, Golder Associates Ltd. (Golder) was contracted by the Lesser Slave Watershed Council (LSWC) to perform a bathymetric and modelling study on Segment 3 of the Lesser Slave River. The project scope consisted of two field surveys (open water and ice cover), hydraulic modelling for each river condition and project summation report at the end of the project. In addition, memorandums for each of the field programs were required within the project scope. This memorandum has been prepared to satisfy the progress reporting requirement for the ice-covered tasks associated with the project scope.

2.0 ICE-COVERED PROGRAM 2.1 River2D Bed Profile Refinement An additional bathymetric survey was completed on November 8th to refine the open-water bathymetric survey in preparation for setting up the ice-cover River2D bed model. The bed topography set-up was further enhanced through efforts to integrate the Lidar data supplied by ASRD and the field survey data.

2.2 Ice-Cover Survey Scope The winter field survey was scheduled for January 29th through February 4th, 2011. The crew mobilized on January 29th. The scope of the winter survey was as follows:

survey water level and ice thicknesses at the four model calibration cross sections and the downstream HEC-RAS cross section;

perform a discharge at the four model calibration cross sections;

survey water level and ice thickness along the four kilometre detailed survey reach, and;

document the survey with photographs along the survey reach.

DATE March 9, 2011 PROJECT No. 10-1326-0054

TO Meghan Payne Lesser Slave Watershed Council

CC Andrew Paul, ASRD

FROM Mark Chiarandini and Kasey Clipperton EMAIL [email protected]

WINTER 2011 FIELD SURVEY – DRAFT PROGRESS UPDATE REPORT

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2.3 Survey Results The crew began the ice survey on January 30th at the upstream calibration cross section. A discharge measurement was completed (Q = 10.5 m3/s) and the ice and water depth profile across the stream recorded, the data is presented in Table 1

Table 1: Cross Section 1 data

Station Ice Thickness (m)

Effective Water Depth (m)

Cell Width (m)

Velocity (m/s)

Discharge (m3/s)

1 N/A 0.0 N/A N/A 0.0 2 0.50 0.75 2.00 0.236 0.353 3 0.65 1.10 2.25 0.527 1.593 4 0.60 1.05 2.50 0.487 1.533 5 0.60 1.00 2.50 0.446 1.115 6 0.45 1.00 2.50 0.315 0.788 7 0.45 0.85 2.50 0.254 0.540 8 0.45 0.75 2.50 0.271 0.510 9 0.45 0.60 2.50 0.233 0.349 10 0.45 0.60 2.50 0.263 0.394 11 0.45 0.53 2.50 0.228 0.302 12 0.42 0.53 2.50 0.230 0.305 13 0.42 0.48 2.50 0.196 0.236 14 0.42 0.43 2.50 0.167 0.179 15 0.40 0.45 2.50 0.241 0.271 16 0.40 0.45 2.50 0.126 0.142 17 0.40 0.40 2.50 0.215 0.215 18 0.40 0.46 2.50 0.179 0.209 19 0.40 0.38 2.50 0.158 0.150 20 0.40 0.45 2.50 0.267 0.234 21 0.40 0.40 2.50 0.271 0.271 22 0.35 0.45 2.50 0.318 0.358 23 0.40 0.40 2.50 0.356 0.356 24 0.45 0.30 1.75 0.113 0.059 25 N/A 0.0 N/A N/A 0.0 Total 10.457

Ice thickness at the upstream cross section was measured to be 40 to 45 cm across most of the channel and was safe for working. The crew moved downstream from the upstream cross section, recording the water level and ice thickness at 40 m spacing until open water was reached in the vicinity of the Slave Lake Pulp’s diffuser outflow. The open water at the diffuser near the upper end of the study site is shown in Figure 1.

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Figure 1: Open water at the Pulp Mill Diffuser

With open water present, the crew attempted to move downstream to where a presumed ice cover would reform to continue the survey process. Downstream of the initial open water section at the diffuser, there was a short 100 m section of complete ice cover before open water appeared making any further survey work unsafe.

After a reconnaissance of the stretch below the diffuser, the crew inspected the downstream end of the study site. The river at cross sections 2, 3 and 4 were viewed and open leads were visible at all locations. Between cross section 2 and 4, a new ice cover was forming after several days of extreme cold, but was less than 10 cm thick throughout and unsafe for work. The ice conditions in this stretch are shown in Figure 2.

Figure 2: Thin ice between cross sections 2 and 3.

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Due to the thin ice throughout the study reach, the conditions were deemed unsafe to collect the data as initially intended and the survey suspended. The crew returned on January 31st to survey water levels at cross sections 2 through 5 along the left downstream bank where the river could be safely surveyed by foot access from the road. Care was taken to avoid any areas of open water or thin ice while doing so and water levels were taken on the left stream bank only as it was not possible for the crew to safely cross the river. The data for the water level survey is presented in Table 2. After surveying the water levels, the crew demobilized back to Calgary. A reconnaissance of the river downstream of the survey site revealed ice cover that appeared solid to the confluence with the Athabasca River.

Table 2: Water Level Profile Values Site Water Level (m) Notes

Cross Section 1 571.845 Full Cross section Average Cross Section 2 n/a No safe location to collect water level from main channel Cross Section 3 571.586 Left Bank Cross Section 4 571.497 Left Bank Cross Section 5 571.304 Left Bank

3.0 CONCLUSION Due to the ice conditions present during the field trip, the survey was not completed as intended. As the preceding two weeks had been extremely cold, it was concluded that the conditions would not improve throughout the rest of the winter. The decision was therefore made not to re-mobilize the crew for another attempt at the survey and to halt any further work associated with the ice-covered modelling. This memo represents the final deliverable for the ice cover survey. A summary of the winter field survey will be included in the final open-water report.

We hope this memorandum meets your requirements at this time. Please do not hesitate to contact one of the undersigned with any questions.

Sincerely,

Mark, Chiarandini. B.Sc. Kasey Clipperton, Senior Water Resources Technician Associate, Senior Fisheries Biologist MC/KC/kl r:\active\_2010\1326\10-1326-0054 lswc hydraulic survey slave river\phase 11000 prepare a memo on ice-cover flow conditions\winter field report-kc.docx

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

APPENDIX C PHOTOGRAPHS TAKEN DURING THE FIELD RECONNAISSANCE FROM OCTOBER 4 TO 8, 2010

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April 2011 Report No. 10-1326-0054

Photo NO.1: Lesser Slave River near Pulp Mill Effluent Discharge (Looking Downstream)

Photo NO.2: Lesser Slave River near Deep Pool (Looking Upstream)

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

Photo NO.3: Left Downstream Bank Substrate in Lesser Slave River near Deep Pool

Photo NO.4: Wide Channel Section in Lesser Slave River near Transect #2 (Looking Downstream)

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April 2011 Report No. 10-1326-0054

Photo NO.5: Narrow Channel Section in Lesser Slave River near Transect #3 (Looking Upstream)

Photo NO.6: Lesser Slave River near River2D Study Site Downstream Boundary (Looking Downstream)

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LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING

April 2011 Report No. 10-1326-0054

APPENDIX D A CD CONTAINING THE FINAL REPORT, FIELD SURVEY DATA, AND RIVER2D MODEL DATA FILES

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Golder Associates Ltd.

102, 2535 - 3rd Avenue S.E.

Calgary, Alberta, T2A 7W5

Canada

T: +1 (403) 299 5600