lesser slave river
TRANSCRIPT
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
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
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
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.
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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
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.
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#0 #0
#0 #0
#0 #0#0 #0
#0
Less
er Sla
ve R
iver
Golde
r 2
Golde
r T4-1
Golde
r T3-2
Golde
r T2-1
Golde
r T1-2
Golde
r T1-1
Golde
r 1
Golde
r T3-1
Golde
r T2-2
6580
00
6580
00
6600
00
6600
00
6620
00
6620
00
6128000
6128000
6130000
6130000
I:\201
0\10-1
326\1
0-13
26-00
54\M
appin
g\MXD
\LSA1
\Hyd
rolog
y\FIN
AL\F
ig3_S
urve
yed_
Bathy
metric
_Data
_FIN
AL.m
xd
LEGE
ND
Road
data
obtai
ned f
rom G
eoGr
atis,
© De
partm
ent o
f Natu
ral Re
sourc
es C
anad
a. All
rights
rese
rved.
Hydro
graph
y data
obtai
ned f
rom IH
S Ene
rgy In
c. Pro
jectio
n: UT
M Zo
ne 11
Datu
m: N
AD 83
REFE
RENC
E
Calga
ry, A
lberta
SURV
EYED
BATH
YMET
RIC DA
TA
FIGUR
E: 3
PROJ
ECT N
o. 10-
1326-0
054SC
ALE A
S SHO
WN
PROJ
ECT
TITLE
JC10
Mar. 2
011
LESSE
R SLA
VE RI
VER O
PEN-W
ATER
HYDR
AULIC
SURV
EYS A
ND RI
VER2
D MOD
ELLIN
G
JH16
Mar. 2
011
³ REV.
0DE
SIGN
GIS REVIE
WCH
ECK
METR
ES
500
500
0
1:20,0
00SC
ALE
Pulp
Mill E
ffluen
t Disc
harge
#0CO
NTRO
L POI
NTSU
RVEY
POIN
TFL
OW AR
ROW
Benc
hmar
kNo
rthing
Easti
ngEle
vation
ASCM
14777
7611
9750.8
658399
.5744
.2AS
CM 21
2530
611981
9.8658
614.3
745.1
Golde
r 1612
9721.1
658446
.5574
.4Go
lder 2
612971
7.3658
440.8
574.4
Golde
r T1-1
612981
9.3658
099.1
574.4
Golde
r T1-2
612975
3.4658
086.3
574.5
Golde
r T2-1
612944
0.3660
034.4
577.4
Golde
r T2-2
612935
5.1660
031.5
574.0
Golde
r T3-1
612930
1.3660
649.8
573.9
Golde
r T3-2
612925
4.7660
658.1
576.8
Golde
r T4-1
612902
2.0661
744.0
574.5
Golde
r T4-2
Trans
ect 1 C
ontro
l PinNo
tes
Used
as a c
ontro
l BM
for tra
nsfer
used
to tra
nsfer
coord
inates
to Go
lder 1
Used
as ba
se BM
for s
urvey
Used
as co
ntrol
BM fo
r surv
ey
not in
stalled
Trans
ect 4 C
ontro
l Pin
Trans
ect 4 C
ontro
l Pin
Trans
ect 1 C
ontro
l Pin
Trans
ect 2 C
ontro
l Pin
Trans
ect 2 C
ontro
l Pin
Trans
ect 3 C
ontro
l Pin
Trans
ect 3 C
ontro
l Pin
HZ29
Apr. 2
011
KC29
Apr. 2
011
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.
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.
Less
e r S la
ve R
iver
6580
00
6580
00
6600
00
6600
00
6620
00
6620
00
6128000
6128000
6130000
6130000
I:\201
0\10-1
326\1
0-13
26-00
54\M
appin
g\MXD
\LSA1
\Hyd
rolog
y\FIN
AL\F
ig4_L
ocati
on_C
ross-S
ectio
ns_in
_HEC
RAS_
FINA
L.mxd
LEGE
ND
Road
data
obtai
ned f
rom G
eoGr
atis,
© De
partm
ent o
f Natu
ral Re
sourc
es C
anad
a. All
rights
rese
rved.
Hydro
graph
y data
ob
taine
d from
IHS E
nergy
Inc.
Projec
tion:
UTM
Zone
11 D
atum:
NAD
83
REFE
RENC
E
Calga
ry, A
lberta
LOCA
TION O
F CRO
SS-SE
CTION
S IN H
EC-RA
S
FIGUR
E: 4
PROJ
ECT N
o. 10-
1326-0
054SC
ALE A
S SHO
WN
PROJ
ECT
TITLE
JC10
Mar. 2
011
LESSE
R SLA
VE RI
VER O
PEN-W
ATER
HYDR
AULIC
SURV
EYS A
ND RI
VER2
D MOD
ELLIN
G
JH10
Mar. 2
011
³ REV.
0DE
SIGN
GIS REVIE
WCH
ECK
KILOM
ETRE
S
500
500
01:2
0,000
SCAL
ECR
OSS-S
ECTIO
NFL
OW AR
ROW
HEC-
RAS
Down
strea
mBo
unda
ry
River
2DDo
wnstr
eam
Boun
dary
1
2
3 (4th
Tran
sect)
45 (
3rd Tr
anse
ct)6 (
2nd T
ranse
ct)7
89
10
11 (1
st Tra
nsec
t)
Pulp
Mill E
ffluen
t Disc
harge
HZ29
Apr. 2
011
KC29
Apr. 2
011
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)
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.
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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F
igur
e 6
a: B
ed E
leva
tion
and
Riv
er2
D M
esh
Sys
tem
s fo
r Lo
w F
low
Sim
ulat
ions
Fig
ure
6b:
Bed
Ele
vatio
n an
d R
iver
2D
Mes
h S
yste
ms
for
Hig
h F
low
Sim
ulat
ions
Mes
h D
om
ain
Total Num
ber of Nod
es = 922
3
Total Num
ber of Elemen
ts = 167
92
Mesh Qua
lity Inde
x = 0.37
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
Me
sh D
om
ain
Total Num
ber of Nod
es = 14253
Total Num
ber of Elemen
ts = 27769
Mesh Qua
lity Inde
x = 0.35
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
(m) (m
)
Less
e r Sla
ve R
iv er
6580
00
6580
00
6600
00
6600
00
6620
00
6620
00
6128000
6128000
6130000
6130000
I:\201
0\10-1
326\1
0-13
26-00
54\M
appin
g\MXD
\LSA1
\Hyd
rolog
y\FIN
AL\F
ig7_S
ubstr
ate_D
istrib
ution
_FIN
AL.m
xd
LEGE
ND
Road
data
obtai
ned f
rom G
eoGr
atis,
© De
partm
ent o
f Natu
ral Re
sourc
es C
anad
a. All
rights
rese
rved.
Hydro
graph
y data
ob
taine
d from
IHS E
nergy
Inc.
Projec
tion:
UTM
Zone
11 D
atum:
NAD
83
REFE
RENC
E
Calga
ry, A
lberta
SUBS
TRAT
E DIST
RIBUT
ION FIGUR
E: 7
PROJ
ECT N
o. 10-
1326-0
054SC
ALE A
S SHO
WN
PROJ
ECT
TITLE
JC17
Mar. 2
011
LESSE
R SLA
VE RI
VER O
PEN-W
ATER
HYDR
AULIC
SURV
EYS A
ND RI
VER2
D MOD
ELLIN
G
PT17
Mar. 2
011
³ REV.
0DE
SIGN
GIS REVIE
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METR
ES
500
500
01:2
0,000
SCAL
E
Pulp
Mill E
ffluen
t Disc
harge
SUBS
TRAT
ESIL
T / SA
NDGR
AVEL
COBB
LEBO
ULDE
RSFL
OW AR
ROW
HZ29
Apr. 2
011
KC29
Apr. 2
011
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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Fig
ure
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
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.
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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)
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
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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Fig
ure
11:
Sim
ulat
ed
Wat
er D
epth
s fo
r R
iver
2D M
odel
Ca
libra
tion
(Q=
17.4
m3/s
)
F
igur
e 1
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
ndary
Pu
lp M
ill E
fflu
en
t
N
(m/s
)
(m)
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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.
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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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Fig
ure
14:
Sim
ulat
ed
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)
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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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Fig
ure
16:
Sim
ulat
ed
Wat
er D
epth
for
the
Ba
nkfu
ll F
low
Eve
nt (
Q=
50 m
3/s
)
Fig
ure
17:
Sim
ulat
ed
Vel
ocity
for
the
Ban
kful
l Flo
w E
vent
(Q
=50
m3/s
)
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
Dep
th (
m)
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
Vel
ocity
(m
/s)
LS
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RA
UL
IC S
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D M
OD
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Fig
ure
18:
Sim
ulat
ed
Wat
er D
epth
for
the
100-
Yea
r F
lood
Eve
nt (
Q=
170
m3/s
)
Fig
ure
19:
Sim
ulat
ed
Vel
ocity
for
the
100-
Ye
ar F
lood
Eve
nt (
Q=
170
m3/s
)
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
(m)
Upstream Bou
ndary
Dow
nstream Bou
ndary
Pu
lp M
ill E
fflu
en
t
N
(m/s
)
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
100,000
200,000
300,000
400,000
500,000
600,000
700,000
800,000
900,000
1,000,000
0 20 40 60 80 100 120 140 160 180
We
tted
Are
a (m
²)
Discharge (m³/s)
Model calibration
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
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
p 13/13
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.
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
April 2011 Report No. 10-1326-0054
APPENDIX B 2011 WINTER FIELD SURVEY MEMO
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
Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America
Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.
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
Meghan Payne 10-1326-0054 Lesser Slave Watershed Council March 9, 2011
2/4
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.
Meghan Payne 10-1326-0054 Lesser Slave Watershed Council March 9, 2011
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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.
Meghan Payne 10-1326-0054 Lesser Slave Watershed Council March 9, 2011
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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
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
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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)
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)
LSR HYDRAULIC SURVEYS AND RIVER2D MODELLING
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)
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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