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ROBERTS BANK CONTAINER EXPANSION COASTAL GEOMORPHOLOGY STUDY
Appendix B
Prepared for: Vancouver Port Authority
Prepared by: northwest hydraulic consultants
30 Gostick Place North Vancouver, B. C.
V7M 3G2
In association with: Triton Consultants Ltd.
3530 West 43rd St. Vancouver, B. C.
V6N 3J9
November 2004 33863
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - i - November 2004
EXECUTIVE SUMMARY
This appendix summarizes the development, calibration, testing and verification of a suite of
two-dimensional hydrodynamic models for assessing project impacts associated with the
Deltaport Third Berth Project. The terms of reference for the study identified the area of interest
to be modelled as follows: “Extending north to the mouth of the main arm near Steveston, south
to Point Roberts, west to the 100 m depth contour and east to the highwater mark”. The model
development was carried out in three phases. The first phase involved tidal modelling studies in
the Strait of Georgia, Juan de Fuca Strait and around Vancouver Island using Tide2D. This
“Wide Area Model” was used to provide tidal height and tidal current boundary conditions along
a line in the deeper waters of Strait of Georgia parallel to Roberts Bank extending from just north
of Sandheads at the mouth of the Fraser River to the southern tip of Point Roberts. These
boundary conditions were used primarily to drive other detailed tidal models of the Roberts Bank
inter-causeway area.
The second phase involved developing a Base Model to simulate hydrodynamic conditions in the
Fraser estuary, Roberts Bank tidal flats and adjacent portions of the Strait of Georgia. This Base
Model was used to assess general flow patterns in the area of interest and to identify the potential
extent of impacts from various alternative project developments. Finally, a Detailed Model was
developed specifically for the Deltaport Third Berth Project to assess local flow conditions in the
Inter-causeway area between the Tsawwassen Ferry Terminal and Roberts Bank Causeway. This
Detailed Model was particularly useful for assessing shallow flows on the tidal flats and in
eelgrass covered areas as well as for assessing flow effects induced by structures such as the
proposed wharf extension at Deltaport Third Berth and the existing crest protection weir on the
tidal flats. The computational mesh for the Detailed Model has a resolution of between 5-10 m in
critical areas near the proposed developments in order to adequately represent project impacts
and complex flows in adjacent tidal drainage channels. The model was verified with a series of
ADCP current velocity measurements in April and May 2004. Comparisons between predicted
and measured velocities showed excellent agreement.
The results from the Detailed Model show that impacts of the proposed Deltaport Third Berth
Project on tidal currents would be very small. Local velocities are increased over an area
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - ii - November 2004
primarily in the immediate vicinity of the wharf extension. Local velocities will be decreased
over an area primarily behind the wharf extension. The magnitude of the velocities in the impact
zone is well below the threshold for any significant sediment transport. Therefore, we do not
expect significant morphological impacts to develop in response to changes in tidal flow
magnitude or direction.
Preliminary runs were made with the Base Model to assess the cumulative effects from other
proposed developments on the west side of the Roberts Bank Causeway (Terminal 2 Project) on
the Deltaport Third Berth Project. This analysis showed that preliminary configurations for
Terminal 2 could produce significant changes to the magnitude of tidal currents draining on the
west side of the causeway. However, the impacts did not extend into the inter-causeway area and
did not affect hydrodynamic conditions in the vicinity of the Deltaport Third Berth Project.
Therefore, in terms of representing hydrodynamic impacts, the two developments can be
assessed independently. More detailed modelling will be required to finalize the assessment of
local impacts from Terminal 2 project.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - iii - November 2004
TABLE OF CONTENTS
1.0 INTRODUCTION............................................................................................................. 1
1.1 SCOPE OF WORK ...................................................................................................... 1
1.2 DELTAPORT THIRD BERTH PROJECT DESCRIPTION .................................................. 2
1.3 TERMINAL 2 PROJECT .............................................................................................. 3
1.4 METHOD OF APPROACH ........................................................................................... 3
1.5 ASSUMPTIONS AND LIMITATIONS ............................................................................ 4
2.0 WIDE AREA MODEL..................................................................................................... 6
2.1 MODEL DESCRIPTION............................................................................................... 6
2.2 MODEL DEVELOPMENT............................................................................................ 6
2.3 MODEL CALIBRATION.............................................................................................. 8
2.4 MODEL RESULTS ................................................................................................... 10
3.0 BASE MODEL................................................................................................................ 12
3.1 MODEL DESCRIPTION............................................................................................. 12
3.2 BASE MODEL DEVELOPMENT ................................................................................ 13
3.2.1 Work Carried Out ..................................................................................... 13
3.2.2 Boundary Conditions ................................................................................ 13
3.2.3 Roberts Bank and Project Geometry......................................................... 14
3.2.4 Model Verification.................................................................................... 16
3.2.5 Representative Tide Conditions................................................................ 18
3.2.6 Sensitivity Analysis .................................................................................. 19
3.3 MODEL RESULTS ................................................................................................... 19
3.3.1 Present Conditions .................................................................................... 19
3.3.2 Third Berth Project ................................................................................... 24
3.3.3 Terminal 2 Project..................................................................................... 24
4.0 DETAILED MODEL DEVELOPMENT ..................................................................... 27
4.1 MODEL DESCRIPTION............................................................................................. 27
4.2 MODEL DEVELOPMENT.......................................................................................... 27
4.2.1 Work Carried Out ..................................................................................... 27
4.2.2 Model Extent and Boundary Conditions................................................... 28
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - iv - November 2004
4.2.3 Topography and Project Geometry........................................................... 29
4.2.4 Vegetation ................................................................................................. 29
4.3 MODEL VERIFICATION ........................................................................................... 31
4.3.1 Field Program............................................................................................ 31
4.3.2 Comparisons with Model Predictions....................................................... 32
4.4 MODEL RESULTS – PRESENT CONDITIONS ............................................................. 36
4.4.1 Flow Conditions Near Deltaport............................................................... 36
4.4.2 Drainage Channels .................................................................................... 49
4.5 MODEL RESULTS – DELTAPORT THIRD BERTH PROJECT IMPACTS......................... 52
5.0 CONCLUSIONS ............................................................................................................. 56
6.0 REFERENCES................................................................................................................ 57
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - v - November 2004
List of Tables
Table B2-1: Results of Calibration – Comparison.......................................................................... 9
Table B2-2: Results of Calibration – Differences........................................................................... 9
Table B3-1: Tide Stations in Base Model..................................................................................... 16
List of Figures
Figure B1-1: Study Area Extent .................................................................................................... 1
Figure B1-1: General Project Layout............................................................................................. 2
Figure B1-3: Wide Area Model (a), Base Model (b) and Detailed Model (c) Areas of Interest .... 4
Figure B2-1: Extent of Tide2D Wide Area Model ......................................................................... 7
Figure B2-2: Variation of M2 Constituent Amplitude and Phase ................................................ 11
Figure B2-3: Comparison of Tide2D Predicted Water Levels at Sandheads ............................... 11
Figure B3-1: Extent of Base Model .............................................................................................. 14
Figure B3-2: Bathymetry Near Roberts Bank .............................................................................. 15
Figure B3-3: Base Model Computational Mesh in Area of Interest............................................. 15
Figure B3-4: Comparison of Predicted and Published Water Levels at Tide Gauges.................. 17
Figure B3-5: Comparison of Predicted and Observed Velocities near Roberts Bank for
Period February 23 to 24, 1984..............................................................................17
Figure B3-6: Representative Tidal Cycles.................................................................................... 18
Figure B3-7: Sensitivity Analysis – Fraser River Global Impacts ............................................... 20
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - vi - November 2004
Figure B3-8: Sensitivity Analysis – Fraser River Local Impacts ................................................. 21
Figure B3-9: Impact of Roughness Variation on Model Results.................................................. 22
Figure B3-10: December Ebb Tide - Existing Conditions............................................................ 23
Figure B3-11: December Flood Tide - Existing Conditions......................................................... 23
Figure B3-12: Model Results - Existing Conditions vs. Proposed Third Berth Project ............... 25
Figure B3-13: Impact Zone from Terminal 2 Alternative W2 ..................................................... 26
Figure B4-1: Detailed Model Extent and Mesh............................................................................ 28
Figure B4-2: Detailed Model Bathymetry .................................................................................... 30
Figure B4-3: Spatial Extent of Modelled Eelgrass ....................................................................... 31
Figure B4-4: Location of ADCP Current Measurements ............................................................. 33
Figure B4-5: Comparison Locations for Modelled and Measured Velocities.............................. 33
Figure B4-6: Comparison of Predicted and Measured Velocity in Trunk Drainage
Channel for Comparison Location 1......................................................................34
Figure B4-7: Comparison of Predicted and Measured Velocity in Ship Turning Basin for
a) Comparison Location 2, and b) Comparison Location 3...................................35
Figure B4-8: Flow Patterns during Neap Tidal Cycle (a) – February 8, 2003 ............................. 37
Figure B4-9: Flow Patterns during Neap Tidal Cycle (b) – February 8, 2003 ............................. 38
Figure B4-10: Flow Patterns during Neap Tidal Cycle (c) – February 8, 2003 ........................... 39
Figure B4-11: Flow Patterns during Neap Tidal Cycle (d) – February 8, 2003 ........................... 40
Figure B4-12: Flow Patterns during Mean Tidal Cycle (a) – May 3, 2003.................................. 41
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - vii - November 2004
Figure B4-13: Flow Patterns during Mean Tidal Cycle (b) – May 3, 2003.................................. 42
Figure B4-14: Flow Patterns during Mean Tidal Cycle (c) – May 3, 2003.................................. 43
Figure B4-15: Flow Patterns during Mean Tidal Cycle (d) – May 3, 2003.................................. 44
Figure B4-16: Flow Patterns during Large Tidal Cycle (a) – December 27, 2003 ...................... 45
Figure B4-17: Flow Patterns during Large Tidal Cycle (b) – December 27, 2003 ...................... 46
Figure B4-18: Flow Patterns during Large Tidal Cycle (c) – December 27, 2003 ...................... 47
Figure B4-19: Flow Patterns during Large Tidal Cycle (d) – December 27, 2003 ...................... 48
Figure B4-20: Flow Patterns during Ebb Tide Near the Head of the Largest Tidal Channel....... 50
Figure B4-21: Flow Patterns during Flood Tide Near the Head of the Largest Tidal Channel.... 51
Figure B4-22: Effect of Deltaport Third Berth Project on Flow Patterns – Neap Tide................ 53
Figure B4-23: Effect of Deltaport Third Berth Project on Flow Patterns – Mean Tide ............... 54
Figure B4-24: Effect of Deltaport Third Berth Project on Flow Patterns – High Tide ................ 55
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 1 - November 2004
1.0 INTRODUCTION
1.1 SCOPE OF WORK
This report is included as Appendix B of the DRAFT Coastal Geomorphology Study (Northwest
Hydraulic Consultants and Triton Consultants Ltd., 2004). It is intended to provide background,
and in-depth information to support the draft report of the Coastal Geomorphology Study
concerning the Deltaport Third Berth Project. This appendix summarizes the development,
calibration and verification of a suite of two-dimensional hydrodynamic models that were used
to assess impacts of the proposed Deltaport Third Berth Project at Roberts Bank. The terms of
reference for the study identified the area of interest to be modelled as follows: “Extending north
to the mouth of the main arm near Steveston, south to Point Roberts, west to the 100 m depth
contour and east to the highwater mark”. Figure B1-1 shows the area of interest and the
surrounding features.
Figure B1-1: Study Area Extent
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 2 - November 2004
1.2 DELTAPORT THIRD BERTH PROJECT DESCRIPTION
Figure B1-2 shows the general layout of the proposed Deltaport Third Berth Project. The main
components relevant to the geomorphic investigations consist of (1) a wharf to accommodate the
third berth, (2) a container storage yard constructed of dredged fill, (3) a tug basin and boat
launch, and (3) an extension to the ship channel. The wharf is 427 m long and may consist either
of a pile and deck structure or a caisson structure. The berth will be dredged to a depth of 16 m
(chart datum) with the top of the deck at 8.0 m.
Figure B1-1: General Project Layout
Approximately 20 ha of new land will be constructed to provide the container storage yard. The
land will be created through dredging and landfill operations. Revetment works along the north
side of the fill will consist of rock riprap.
The existing tug moorage area on the northeast corner of Deltaport will be re-located to the north
corner of the Third Berth. The tug moorage area will consist of a floating dock, walkway and
dredged basin. The tug moorage area will be dredged to a depth of 6.5 m.
Estimates of dredge cut and fill volumes are preliminary at this time and indicate 1.6 million m3
of material will have to be excavated for the ship channel and an additional 2.0 million m3 is
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 3 - November 2004
required for constructing the Third Berth and terminal area. It is estimated that up to
2.3 million m3 of the total dredged volume will be unsuitable for site fill. Details of the dredge
spoil disposal plan are not available at this time.
1.3 TERMINAL 2 PROJECT
Preliminary layouts for Terminal 2 were provided by VPA to assess potential interactions and
cumulative effects with the Deltaport Third Berth Project. Several different configurations were
considered during the course of the investigations. The most recent alternative that has been
assessed at this stage is termed W2-Alternative 5 (Figure B1-2). This alternative included
additional facilities extending 600 m northwest of the existing terminal with an adjacent
300 to 600 m wide basin dredged to 16.0 m.
1.4 METHOD OF APPROACH
Hydrodynamic modelling was conducted in three phases, as illustrated in Figure B1-3. The first
phase involved tidal modelling studies in the Strait of Georgia, Juan de Fuca Strait and around
Vancouver Island using Triton Consultants Tide2D model. This “Wide Area Model” is described
in more detail in Section 2. The objective of this work was to provide tidal height and tidal
current boundary conditions along a line in the deeper waters of Strait of Georgia parallel to
Roberts Bank extending from just north of Sandheads at the mouth of the Fraser River to the
southern tip of Point Roberts. These boundary conditions were used primarily to drive other
detailed tidal models of the Roberts Bank inter-causeway area.
The second phase consisted of developing a relatively coarse grid hydrodynamic model
encompassing the entire area of interest, including portions of the Strait of Georgia and the
Fraser River. This model, referred to as the “Base Model”, is described in Section 3.0. The Base
model was used to assess current patterns and water circulation in the Fraser estuary and on the
Roberts Bank tidal flats. This involved simulating the effects of varying tide levels and Fraser
River discharges in the area of interest. The base model was also used as a diagnostic tool to
identify the extent of potential impacts from the proposed alternative developments. A critical
zone for detailed, hydrodynamic and morphologic modelling was defined using these
preliminary results.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 4 - November 2004
Figure B1-3: Wide Area Model (a), Base Model (b) and Detailed Model (c) Areas of Interest
The third phase of the river and tidal current modelling involved the development of a more
detailed model to investigate potential local project impacts within the inter-causeway area of the
tidal flats and around local structures near the Deltaport Third Berth Project. One of the main
features of this “Detailed Model” was its capability to model wetting and drying by simulating
the transition from surface to sub-surface flow over the tidal flats and representing local effects
of eelgrass on roughness. The Detailed Model is described in Section 4.0 of this appendix. The
Detailed Model was driven by boundary conditions supplied from the Base Model. This
approach allowed us to represent critical areas of interest with a high degree of resolution (5 m),
while maintaining a reasonable mesh size and computational time.
1.5 ASSUMPTIONS AND LIMITATIONS
Two-dimensional numerical models compute depth-averaged velocities over a two-dimensional
mesh or grid. The models cannot represent stratified flow or highly three-dimensional flow with
vertical velocity components. Stratified flow is important in the main channel of the Fraser River
estuary where a salt-wedge forms, but is less significant on Roberts Bank where the flow is
generally well mixed. Furthermore, three-dimensional secondary currents are most strongly
developed in deep bends or near training walls such as in the main arm of the Fraser River at
Steveston Bend, and generally not on shallow tidal flats. Therefore, a two-dimensional model is
appropriate for assessing the kinds of hydrodynamic processes occurring in the area of interest.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 5 - November 2004
The sediment dynamics on the Fraser River delta and adjacent tidal flats are complicated. A
recent comprehensive review of hydrodynamic and sediment transport modelling of shallow-
water estuaries, lakes and lagoons (Teeter et al., 2001) concluded that available numerical
modelling techniques are limited by present computational power as well as our understanding of
the interactions between hydrodynamics, sediment and vegetation (such as eelgrass). Therefore,
a range of methods have been used to supplement the numerical modelling results, including
direct field measurements, historical geomorphic investigations and analytical computations.
However, the models provide a very powerful tool for assessing and comparing “With Project”
and “Without Project” conditions in the area of interest.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 6 - November 2004
2.0 WIDE AREA MODEL
2.1 MODEL DESCRIPTION
The wide area model encompasses all tidal waters surrounding Vancouver Island and is driven
by ocean boundary conditions in the eastern Pacific Ocean. The numerical model used for this
work was Tide2D (Walters, 1987), a two-dimensional finite element harmonic model that has
been applied successfully by Triton Consultants Ltd to more than 30 tidal systems worldwide
over the last ten years. Although Tide2D does not specifically handle wetting and drying of tidal
flats, it provides useful results in those areas where the water depth is more than about 1 m at
mean water level. At Roberts Bank this corresponds to a chart depth of +2.0 m (mean sea level is
+3.0 m CD), which includes the majority of the area of the tidal flats, in particular the large
eelgrass beds. Preliminary investigations with Tide2D were therefore undertaken to evaluate the
impact that eelgrass has on seabed friction over the tidal currents.
Tide2D is a two-dimensional finite element harmonic model, which solves the non-linear,
shallow water equations for sea level, and depth averaged velocity using a finite element
discretization in space, and a harmonic expansion in time (Walters, 1987). Because the
governing equations are elliptic, there are no stability criteria such as associated with hyperbolic
time-stepping methods. The numerical solution applies harmonic decomposition of the
governing shallow water equations and solves the equations in the frequency domain rather than
using time-stepping procedures. This technique is exceptionally computationally efficient and is
particularly suited to modeling tidal motions where the number of frequencies is small in number
or for modeling steady state forcing mechanisms such as quasi-stationary wind/pressure systems
or river flow. Tide2D has two major limitations: neither drying flats, nor non-steady or non-
harmonic forcing conditions can be modeled.
2.2 MODEL DEVELOPMENT
Figure B2-1 shows the extent of the Tide2D wide area model. The finite element numerical
model grid was based on model Vig6, originally developed by the Institute of Ocean Sciences
(IOS), Pat Bay, B.C. (Dr. Michael Foreman) during the 1990s. This grid has been improved by
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 7 - November 2004
Figure B2-1: Extent of Tide2D Wide Area Model
Triton in the processes of doing projects for IOS and other clients such as B.C. Hydro. For this
Vancouver Port Authority (VPA) Project, Triton has added very significant grid detail in the area
of Roberts Bank itself along with detail from Triton’s own Fraser River numerical model.
Digital sources of bathymetric data in the area of Roberts Bank were obtained from the Canadian
Hydrographic Service (via Nautical Data International, St John’s, NF) and VPA. The model grid
in the immediate project area has approximately 25 m or less spacing between calculation points.
This compares with many 1000’s of metres in the open Pacific Ocean. Such a large variation in
discretization is possible only within a finite-element modeling framework; the only limitation is
that finite element size must increase (or decrease) in size smoothly, and not too quickly. This
criterion has been maintained within the model developed for this project.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 8 - November 2004
Two model grids were developed for this project - one including the existing Roberts Bank
facilities and one for the proposed Delta Port Expansion (DPE). The DPE grid has 132,000
calculation nodes and 229,000 elements, this compares with the original IOS Vig6 with 68,000
nodes.
2.3 MODEL CALIBRATION
The latest Pacific Ocean tidal boundary conditions were provided by Michael Foreman at IOS.
These boundary conditions are based on the detailed interpretation of satellite data supplemented
by numerical modeling of tides in the Pacific Ocean. A total of eight tidal constituents were used
at the model-driving boundary - four semi-diurnal (M2, K2, N2 and S2) and four diurnal (K1,
O1, P1, Q1). The Tide2D model was calibrated against recorded tidal constituent data (CHS) at
Victoria, Patos Island (north end Boundary Pass), Tsawwassen, Sandheads, Point Atkinson,
Ladysmith, Texada Mines, and Mittlenatch Island. Principal calibration was done on the major
diurnal and semi-diurnal (twice daily) constituents K1 and M2 respectively.
Model bottom friction was adjusted in six principal areas:
• Juan de Fuca Strait;
• Boundary Pass (southern Gulf Islands);
• “Okiloso” Island Group (north end of Strait of Georgia);
• Seymour Narrows/Discovery Passage; and
• Malcolm Island Region (north end of Johnstone Strait).
In addition to friction adjustments in these areas of large flows and high currents, enhanced
friction was applied to eelgrass areas identified in the Roberts Bank area. This additional eelgrass
friction is indicative only of the impact of this plant on tidal flow, as no measured current data is
presently available for model calibration.
Table B2-1 and Table B2-2 show the “best” calibration data set obtained during these modeling
studies.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 9 - November 2004
The model calibration is considered to be good, especially in the area of interest in the Southern
Strait of Georgia. Modeled tidal amplitudes are typically within about 5%, or better, of the
measured data, and modeled tidal phase is typically within 5 degrees (10 minutes M2, 20
minutes K1) of measured data.
Table B2-1: Results of Calibration – Comparison
Amp Phase Amp Phase Amp Phase Amp Phasem degrees m degrees m degrees m degrees
Victoria 0.37 317.8 0.63 269.7 0.41 299.7 0.62 270.1Patos Island 0.68 25.0 0.79 285.6 0.69 28.3 0.84 288.0Tsawwassen 0.82 27.8 0.85 284.5 0.83 32.6 0.88 289.5Sandheads 0.87 30.9 0.84 286.5 0.91 35.5 0.91 290.5Point Atkin 0.92 31.2 0.86 286.1 0.94 36.2 0.92 290.9Ladysmith 0.71 16.3 0.80 281.8 0.74 27.6 0.84 289.3Texada Min 0.99 43.2 0.90 286.8 1.04 38.9 0.95 291.8Mittlenatch 0.99 34.5 0.86 289.2 1.05 39.9 0.96 292.1
M2 Constituent K1 Constituent M2 Constituent K1 ConstituentMeasured Tidal Data Model Tidal Data
Table B2-2: Results of Calibration – Differences
Amp Phase Amp Phasem degrees m degrees
Victoria -0.04 18.10 0.01 -0.40Patos Island -0.01 -3.26 -0.05 -2.40Tsawwassen -0.01 -4.83 -0.04 -4.97Sandheads -0.05 -4.55 -0.07 -4.02Point Atkin -0.03 -4.96 -0.06 -4.76Ladysmith -0.03 -11.32 -0.04 -7.49Texada Min -0.05 4.32 -0.05 -5.00Mittlenatch -0.06 -5.37 -0.10 -2.89
M2 Constituent K1 ConstituentMeasured-Model
However, within this generally excellent calibration, Victoria is poorly defined in phase (M2)
and Ladysmith clearly also needs more work in phase (M2 and K1). The M2 phase results for
Victoria are not surprising as Victoria is located close to an M2 amphidromic point where tidal
ranges are small and phase varies very rapidly over relatively short distances. The results for
Ladysmith could certainly be improved by further investigation of the flows through the eastern
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 10 - November 2004
Gulf Islands passes (e.g., Active Pass). Any improvements in this model area would not be
expected to significantly change the results in the southern Strait of Georgia.
2.4 MODEL RESULTS
The model results for the tidal constituent M2 in the southern Strait of Georgia are illustrated in
Figure B2-2. The flooded contours are M2 amplitude (m) and the black contours are M2 phase
(degrees). Tidal phase is the timing of tide as it progresses through the Strait. For M2, one degree
represents about two minutes in time.
Similar results were developed for the remainder of the eight constituents used in the study.
Together, these eight constituents explain more than 95% of the total tidal signal in the southern
Strait of Georgia.
Tidal constituent data for the eight modelled constituents were extracted from the Tide2D model
results at 91 locations along a line in the deeper waters of the Strait of Georgia parallel to
Roberts Bank. This boundary extended from just north of Sandheads at the mouth of the Fraser
River to the southern tip of Point Roberts. Tidal height data for the year 2003 (at 15 min
intervals) was synthesized from the eight tidal constituents, at each of the 91 locations. This data
was used as the outer boundary conditions for the detailed tidal flats numerical modelling
program.
Figure B2-3 shows a comparison between the predicted tidal height for the eight modelled
constituents in the Tide2D and a prediction based on the complete CHS recorded constituent data
set for Sandheads at the mouth of the Fraser River.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 11 - November 2004
Figure B2-2: Variation of M2 Constituent Amplitude and Phase
0
1
2
3
4
5
6
Jan/29 Jan/30 Jan/31 Feb/01 Feb/02 Feb/03
Date (2003)
Tide
(m C
D)
Predictions based on Tide2D results with eight constituentsPredictions based on full CHS constituent database
Figure B2-3: Comparison of Tide2D Predicted Water Levels at Sandheads
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 12 - November 2004
3.0 BASE MODEL
3.1 MODEL DESCRIPTION
The Surfacewater Modelling System (SMS 8.0) program was used to develop the Base Model.
This package utilizes the US Army Corps of Engineers’ two-dimensional finite element
hydrodynamic and advection-dispersion models, including RMA2, SED-2D and ADCIRC.
After a period of initial model testing it was decided to utilize the ADCIRC program in SMS as
the Base Model. ADCIRC is the Advanced Circulation model for ocean, coastal areas and
estuaries developed by Dr. Rick Luettich at the University of North Carolina at Chapel Hill and
Dr. Joannes Westerlink at the University of Notre Dame. The model has been developed for the
U.S. Army and Navy over the last 15 years to compute circulation in coastal oceans associated
with tides, winds and density-driven flows (Luettich et al., 1991). ADCIRC is based on a
reformulation of the shallow water equations and applies a finite element discretization strategy,
which makes it free from spurious oscillations. The equations have been formulated using the
traditional hydrostatic pressure and Boussinesq approximations and have been discretized in
space using the finite element (FE) method and in time using the finite difference (FD) method.
The model permits application of highly unstructured grids with great detail specified locally.
ADCIRC’s basic formulation and algorithms have been extensively verified and have been
validated in tidal and wind-driven ocean, shelf and estuarine applications around the world
(Grenier et al., 1995; Hench et al., 1994; Westerink, 1993; Westerink et al., 1992). Recently the
model has incorporated methods for propagating flood waves over initially dry land, flood
recession over inundated regions and representation of barriers such as levees or jetties. Three
specific features that made it suitable for application to this study include:
• capability to model wetting and drying on the tidal flats
• capability to represent both tidal forcing and fresh water inflows from Fraser River
• capability to model structures such as dykes, culverts and other openings
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 13 - November 2004
3.2 BASE MODEL DEVELOPMENT
3.2.1 Work Carried Out
Development of the Base Model involved the following steps:
• obtaining tidal constituent boundary conditions;
• inputting topographic data to represent the area of interest;
• making a series of test runs to assess the stability and sensitivity of the model to various parameters such as roughness, eddy viscosity and time step interval;
• carrying out 30 day verification runs to confirm the model accuracy with local tidal data;
• repeating the runs with the proposed Deltaport Expansion layout;
• considering cumulative impacts associated with future VPA developments (a second terminal); and
• determining the spatial extent of local project impact on velocities and bed shear stresses within the area of interest.
3.2.2 Boundary Conditions
The boundaries adopted for the Base Model extend seaward into the Pacific Ocean and landward
up the Fraser River past Mission. The extent of the Base model is presented in Figure B3-1. The
model was driven by eight Le Provost tidal constituents (four semi-diurnal: M2, S2, N2, K1, and
four diurnal: O1, Q1, P1, K2) applied along the modelled ocean boundary. The Fraser River
inflow was set at a constant flow rate.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 14 - November 2004
Figure B3-1: Extent of Base Model
3.2.3 Roberts Bank and Project Geometry
The Roberts Bank bathymetry required for numerical modelling was derived from information
provided by Triton and the VPA. Although the Base Model extends well into the Pacific Ocean
and up the Fraser River, the region of interest includes a 23 km long reach of Roberts Bank,
beginning at Steveston Bend and extending to Point Roberts. The existing Roberts Bank
bathymetry is illustrated in Figure B3-2.
Once the model extents were defined a computational mesh was generated by defining the spatial
and hydraulic characteristics of the bank as a series of nodes and elements. Node spacing ranges
from 100 to 45,000 m. The computational mesh in the area of interest is shown in Figure B3-3.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 15 - November 2004
Figure B3-2: Bathymetry Near Roberts Bank
Figure B3-3: Base Model Computational Mesh in Area of Interest
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 16 - November 2004
3.2.4 Model Verification
The results from the Base Model were compared to tide levels predicted by Tide2D. In addition,
comparisons were made with published tide data supplied by the Department of Fisheries and
Oceans, Canadian Hydrographic Service tidal stations. These stations are listed below in
Table B3-1.
Table B3-1: Tide Stations in Base Model
Station Name
7590 Tsawassen7020 Sooke 7120 Victoria7330 Fulford Harbour7795 Point Aktinson7938 Northwest Bay7985 Comox
Figure B3-4 summarizes these comparisons and shows that the model predictions agree closely
with the published information.
The predicted velocities were also compared to field data recorded by two current meters located
immediately west of the Deltaport Terminal. Variance between predicted and the measured
velocities is expected for the following reasons:
• measurements were point velocities at the ocean floor while modelled predictions were depth-averaged,
• measured velocities could be affected by local wind conditions if taken in shallow water (i.e. measurements taken at -123.16 E, 49.123 N),
• measured velocities were obtained 20 to 27 years ago, while model is based on existing terminal and bed geometry.
The results for the period February 23 to 27, 1984 are summarized in Figure B3-5.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 17 - November 2004
Figure B3-4: Comparison of Predicted and Published Water Levels at Tide Gauges
Figure B3-5: Comparison of Predicted and Observed Velocities near Roberts Bank for Period
February 23 to 24, 1984
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
4753800 4840200 4926600 5013000 5099400Time (s)
Velo
city
(m/s
)
-120
-60
0
60
120
180
240
300
360
Dire
ctio
n (d
eg fr
om N
)
Predicted Vel Measured Vel Predicted Dir Measured Dir
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 18 - November 2004
3.2.5 Representative Tide Conditions
The 2D numerical models developed for this study required a significant amount of real-time
computational effort to compute the dynamic conditions along Roberts Bank. Modeling over
long periods, weeks or months, would have significantly extended the time for each model run
and subsequently extended the length of the study. Three representative tidal cycles were
identified in order to subdivide the project into manageable time frames. The three time periods
and tidal cycles are presented in Figure B3-6 and include:
• Neap Tide – February 6 to 8, 2003
• Mean Tide – May 1 to 3, 2003
• High Tide – December 25 to 27, 2003
Additional tidal cycles were modelled, as required, to calibrate and verify the model results
against field-measured data collected from various sources.
Figure B3-6: Representative Tidal Cycles
0
1
2
3
4
5
0 12 24 36 48 60 72
Time (hr)
Wat
er S
urfa
ce E
leva
tion
(m c
hart
dat
um)
Mean Neap High
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 19 - November 2004
3.2.6 Sensitivity Analysis
A series of three model runs were conducted to determine the extent of the impact that varying Fraser River flows might have in the vicinity of Deltaport. The flows considered include a high freshet flood of 9,000 m3/s, a low freshet flood of 4,200 m3/s, and a condition where the Fraser River was not contributing discharge to the system. The third condition is unrealistic and was considered only to envelope the sensitivity analysis. Figures B3-7 and B3-8 illustrate the velocity distribution for these Fraser River discharges.
Increasing the Fraser River flow has little effect on velocities in the study area during high flood tides. However, during ebb tides the higher river flows result in higher velocities at the mouth of the river. The high velocities extend out towards the north end of Tsawwassen Terminal with the terminal and its causeway shielding any Fraser River effects from the inter-causeway tidal flats south of the terminal.
Uniform roughness changes have little effect on the tidal flow patterns. However, spatial variations in roughness significantly affect the flow. A uniform roughness (corresponding to a Manning’s n of 0.02) was applied to the entire model. A localized increase in roughness (corresponding to a Manning’s n of 0.07) was applied to the areas where dense eelgrass was mapped. The variation in roughness further concentrates flow down the main intertidal channel east of the south turn basin. Figure B3-9 illustrates the velocity distribution for uniform and spatially varying roughness.
3.3 MODEL RESULTS
3.3.1 Present Conditions
Figures B3-10 and B3-11 illustrate tidal patterns on Roberts Bank. Velocities are low within the study area throughout the tidal cycle (near the terminal and between the causeways), with maximum velocities below 0.7 m/s. Flow remains aligned with the causeways except during the slack-water tidal peaks when flow switches from ebb to flood or flood to ebb. The highest velocities in the inter-causeway area are found along the main intertidal channel east of the south turn basin, and along the edges of the causeways. Eelgrass (modelled with increased roughness) and the presence of defined intertidal channels tend to concentrate flow in these regions. The Detailed Model provides increased detail within the inter-causeway area.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 20 - November 2004
Figu
re B
3-7:
Sen
sitiv
ity A
naly
sis –
Fra
ser
Riv
er G
loba
l Im
pact
s
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 21 - November 2004
Figu
re B
3-8:
Sen
sitiv
ity A
naly
sis –
Fra
ser
Riv
er L
ocal
Impa
cts
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 22 - November 2004
Figu
re B
3-9:
Impa
ct o
f Rou
ghne
ss V
aria
tion
on M
odel
Res
ults
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 23 - November 2004
Figure B3-10: December Ebb Tide - Existing Conditions
Figure B3-11: December Flood Tide - Existing Conditions
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 24 - November 2004
3.3.2 Third Berth Project
The model of the proposed Third Berth Deltaport expansion produced similar results to those
from the existing conditions model. Velocities are low in the study area, with little detectable
change in magnitude or direction. Impacts from Third Berth were limited to the local loss of flow
within the Third Berth footprint and around the Third Berth’s immediate boundary. Figure B3-12
illustrates the lack of any significant impact of the Third Berth during typical high tide
(December 25th, 2003 ebb and flood tide).
From the Base Model results, it is expected that no impacts from the Third Berth project will
occur outside of the low velocity area bounded by the inter-causeway area. The limited impacts
within the inter-causeway area will be illustrated in more detail by the Detailed Model.
3.3.3 Terminal 2 Project
Figure B3-13 illustrates the effects of the Terminal 2 W2-Alternative 5 option. Significant
changes to the velocity distribution are detected from model results along the upper tidal flats
northwest of the causeway and seaward of the west corner of the existing terminal. Future model
element densification in this area will refine the results seen in this area. Based on the model
results, no impacts to flow patterns or intensities are expected within the inter-causeway area or
in the vicinity of the Third Berth expansion project. Therefore the proposed Third Berth and
W2-Alternative 5 expansion projects can be modelled independently, with detailed study in the
vicinity of the W2-Alternative 5 not required for a study of the proposed Third Berth project.
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 25 - November 2004
Figu
re B
3-12
: Mod
el R
esul
ts -
Exi
stin
g C
ondi
tions
vs.
Prop
osed
Thi
rd B
erth
Pro
ject
Vancouver Port Authority Northwest Hydraulic Consultants Ltd/Triton Consultants Ltd. Roberts Bank Container Expansion File: 33863 Coastal Geomorphology Study – Appendix B - 26 - November 2004
Figu
re B
3-13
: Im
pact
Zon
e fr
om T
erm
inal
2 A
ltern
ativ
e W
2